SW5140801_Stormwater Narrative_20220923

September 21, 2022
NARRATIVE / CALCULATIONS / MAPS /
SUPPORTING INFORMATION
FOR STORMWATER REVIEW
for project
North Carolina National Guard
Camp Butner Training Center ACFT
SCO# 20-22776-01
Site Address: North Carolina National Guard Camp Butner Stem, NC 27509
Engineer
Timmons Group
Attn: Frank Slinsky III, PE
5410 Trinity Road, Ste. 102
Raleigh, NC 27607
T: 919.866.4505
E: frank.slinsky(a timmons.com
Owner / Developer
North Carolina National Guard
Attn: LTC Rodney Newton
1636 Gold Star Dr., Suite 2600
Raleigh, NC 27607
T:984.345.6137
E: rod ney.d.newton. mil(a mail.mil

TABLE OF CONTENTS
Stormwater Narrative
Stormwater Major Modification Application (copy)
Stormwater Permit SW5140801
Environmental Maps:
■ USGS Quad Map
■ NRCS Soil Map
■ FEMA Flood Map
Property Deed
Stormwater Management Mapping
Permitted Pre -Development Plan
Permitted Post Development Plan
Updated Post Development Plan
Stormwater Calculations
Pre -Post Development Hydraulic Routing
Wet Pond A Design
SNAP Tool (for Nutrient Accounting)
(Refer to Full size plan set for additional information)

Stormwater Narrative

Narrative
General Information
a. New Project Name: NCNG Camp Butner Training Center ACFT
Old Project Name: Camp Butner Range 4 Road Extension
b. Address: Nort ' al Guard Camp Butner Stem, NC 27509
c. Total Site Are . 16.40 Acres
d. Disturbed Area: r
e. Wetland Area: 0 Acres (there are no wetlands onsite).
f. Ownership: North Carolina National Guard
g. Proposed Development: This project will be site improvements for the North Carolina
National Guard (NCNG) Camp Butner Training Center in Stem, NC. The existing site
contains two permitted stormwater ponds located at the southwestern (Pond A) and
southeastern (Pond B) corners of the site. These were permitted to capture and treat
permitted for 18,530 sf of BUA and Pond B was permitted for 10,670 sf of BUA. The
improvements in this project include an exercise track with equipment pads, two
concrete/artificial turf training fields located inside the boundary of the track, a large pavilion
covering both fields and a small restroom building. Pond A will be increased in size to handle
79,306 sf of BUA. The post development drainage area to Pond B will contain 10,348 sf of
BUA and will not be touched during construction. The site is located within the Neuse
River/Falls Lake Watershed.
As part of the modification to the stormwater permit, we are providing nutrient accounting to
bring the site into compliance with 15A NCAC 02B .0281. Approximately 8 acres of protected
forest has been added to the site area. This forest is a safety buffer between Range Road
and Range 4 Road (within Camp Butner).
Phasing: This project will be completed in two phases. Phase I will be the construction of the
track, ACFT Field 1 and modifications to pond A. Phase II will be the installation of ACFT
field, a pavilion covering both fields and a small restroom building. Phase two is expected to
begin immediately after phase one is complete.
r P"ermit:_'es. Nfaior Modification to Permit No
NCDEQ Compliance Issues: None.
k. Water & Sewer Service: No improvements to the existing water and sewer service.
I. Historic Sites: N/A This is not a historic site and there are no historic features on this site.
m. Public Funding This project is being funded with public monies.
n. FEMA FIRM # 3720084800L, dated October 19t", 2018 indicates that the site is outside the
limits the 100-year flood plain.
o. Soils on the site consist of predominately VaB (Vance sandy loam) and HeB (Helena sandy
loam).
p. Pre -development BUA (On -Site): 0.49-ac
q. Post -development BUA (On -Site): 2.55-ac
r. BUA to be treated: 2.06-ac

Stormwater Major Modification
Application (copy)

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
NCNG Camp Butner Training Center ACFT
2. Location of Project (street address):
North Carolina National Guard Camp Butner
City:Stem County:Durham Zip:27509
3. Directions to project (from nearest major intersection):
From the intersection of Range Rd (SR 1126) and Roberts Chapel Rd (SR 1123), travel north on Roberts Chapel
approximately 0.1 miles. Turn left into Camp Butner Training Center (CBTC) onto Division Rd. In .05 miles
turn left onto an unnamed gravel road. In 0.15 miles turn left onto CBTC Range 4 Rd and the site is on the left.
4. Latitude:36010' 44" N Longitude:770 47' 59" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW5140801 , its issue date (if known)4/28/2022 , and the status of
construction: El Not Started ❑Partially Completed* ® Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, SW5140801 and the previous name of the project, if different than currently
proposed, Camp Butner Range 4 Road Extension
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 5 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: httl2://portal.ncdenr.org/web/Ir/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: North Carolina National Guard
Signing Official & Title:COL Rodney D. Newton
b. Contact information for person listed in item 1a above:
Street Address:1636 Gold Star Drive, Suite 2600
City:Raleigh State:NC Zip:27607
Mailing Address (if applicable):1636 Gold Star Drive
City:Raleigh State:NC Zip:27607
Phone: (984 ) 664-6062 Fax:
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owners name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/
Signing Official & Title:,
b. Contact information for person listed in item 2a above:
Street Address:
City:
State:
Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone:
Email:
Fax:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: ( )
Email:
4. Local jurisdiction for building permits: Granville County
State: Zip:
Fax: ( )
Point of Contact: Phone #:
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will be treated and attenuated in two existing, permitted wet pond SCMs (Pond A & Pond B).
Pond B will not be modified. Pond A will be resized for additional impervious for this major modification.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Neuse River basin.
4. Total Property Area: 16.40 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0.19 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:16.21 acres
+ Total project area shall be calculated to exclude the following: the normal pool of im ounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (Nline or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHM line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =15.7
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area A
Drainage Area B
Drainage Area _
Drainage Area
Receiving Stream Name
Rocky Creek
Rocky Creek
Stream Class *
WS-III;NSW
WS-III;NSW
Stream Index Number *
27-3-7.5-(1)
27-3-7.5-(1)
Total Drainage Area (sf)
144,024
56,318
On -site Drainage Area (sf)
144,024
56,318
Off -site Drainage Area (sf)
0
0
Proposed Impervious Area** (sf)
79,306
10,348
Impervious Area** (total)
55%
18%
Impervious- Surface Area
Drainage Area A
Drainage Area B
Drainage Area _
Drainage Area _
On -site Buildings/Lots (sf)
51,436
0
On -site Streets (sf)
0
4,215
On -site Parking (sf)
6,735
0
On -site Sidewalks (sf)
13,584
6,133
Other on -site (sf)
0
0
Future (sf)
0
0
Off -site (sf)
0
0
Existing BUA*** (sf)
7551
0
Total (sf):
1 61,705
1 10,348
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org web/wq,42s/csu/classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Proiects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 1 SA NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttr)://r)orLal.ncdenr.orLy/web/wa/ws/su/bmn-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://12ortal.ncdenr.org/web/wq/ws/su/statesw/forms docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package fromhII12://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for _
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per 15A NCAC 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretory.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http://portal.ncdenr.org/web/Ir/state-
stormwater-forms docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Francis Slinky, PE
Consulting Firm: Timmons Group
Mailing Address:5410 Trinity Road, Suite 102
City:Raleigh
Phone: (919 ) 866-4505
Email:[e-mail]
State:NC
Zip:27607
Fax: (919 ) 859-5663
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: D
a Notary Public for the State of, . County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Rodney Newton
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Signature: YL.�_ � Date: `'1'i_MA-A 7-2
I, W nn d� f1J a Notary Public for the State of Mg [_ Ylh .[d.lr Q[JY .County of
IIIIa.y—T
do hereby Certify that (7 W 7)• _�3� personally appeared
before me this _ nay of &Aa to , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,�.L[
on
c�° NOTARY =
PUBLIC
24
couNC'�
il=d $116il00,
SEAL
My commission expires 2N ,10LLQ L1 20 -2t.,
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

Stormwater Permit SW5140801

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
BRIAN WRENN
Director
April 28, 2022
NORTH CAROLINA
Environmental Quality
North Carolina National Guard
Attn: LTC Rodney Newton, Facility Maintenance Officer
1636 Gold Star Drive
Raleigh, NC 27607
Subject: Post -Construction Stormwater Management Permit No. SW5140801
Camp Butner Range 4 Road Extension
High Density Project
Durham County
Dear Colonel Newton:
The Division of Energy, Mineral and Land Resources received a complete 8-year Permit Renewal Application
for the subject permit on April 27, 2022. The Division is hereby notifying you that permit SW5140801 has been
renewed, updated, and re -issued on April 28, 2022, as attached. As requested, a copy of the current operation
and maintenance agreement is also enclosed. Please be aware that the renewal and re -issuance of this
stormwater permit does not imply that the site is currently in compliance.
This permit shall be effective until April 28, 2030 and does not supersede any other agency permit that may be
required. The project shall be subject to the conditions and limitations as specified therein. This permit does
not impose new or increased stormwater control requirements; it clarifies the rules and requirements of this
program to provide you with a better understanding of your obligations under this permit. Failure to comply
with these requirements will result in future compliance problems. Please note that this permit is not
transferable except after notice to and approval by the Division.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request
an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH). The
written petition must conform to Chapter 150B of the North Carolina General Statutes and must be filed with the
OAH within thirty (30) days of receipt of this permit. You should contact the OAH with all questions regarding
the filing fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service Center,
Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
Unless such demands are made this permit shall be final and binding.
This project will be kept on file at the Raleigh Regional Office. If you have any questions concerning this
permit, please contact Jim Farkas in the Central Office, at [phone] or [e-mail]
Sincerely,
Ougco42 ¢ Iwd 4 Almw 57
Brian Wrenn, Director
Division of Energy, Mineral and Land Resources
Enclosures: Attachment A — Designer's Certification Form
Application Documents
DES/jf. \\WaterResources\DEMLR - Stormwater\SW Permits\SW5140801\SW5140801_Renewal_20220428
cc: Frank Slinsky, PE; Timmons Group
Raleigh Regional Office Stormwater File
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
512 North Salisbury Street 11612 Mail Service Center I Raleigh, North Carolina 27699-1612
NORhI CAROLINA
DepamMmmenim me,t,l r� / 919.707.9200

Post -Construction Stormwater Management
Permit No. SW5140801
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
POST -CONSTRUCTION STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In compliance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as
amended, and other applicable Laws, Rules, and Regulations promulgated and adopted by the North
Carolina Environmental Management Commission, including 15A NCAC 02H.1000 amended on
January 1, 2017 (2017 Rules) (the "stormwater rules"),
PERMISSION IS HEREBY GRANTED TO
North Carolina National Guard
Camp Butner Range 4 Road Extension
539 Roberts Chapel Road, Stern, Durham County
FOR THE
construction, management, operation and maintenance of built -upon area (BUA) draining to two (2)
wet ponds ("stormwater control measures" or "SCMs") as outlined in the application, approved
stormwater management plans, supplement, calculations, operation and maintenance agreement,
recorded documents, specifications, and other supporting data (the "approved plans and
specifications") as attached and/or on file with and approved by the Division of Energy, Mineral and
Land Resources (the "Division" or "DEMLR"). The project shall be constructed, operated and
maintained in accordance with these approved plans and specifications. The approved plans and
specifications are incorporated by reference and are enforceable part of this permit.
This permit shall be effective from the date of issuance until April 28, 2030 and shall be subject to the
following specified conditions and limitations. The permit issued shall continue in force and effect until
the permittee files a request with the Division for a permit modification, transfer, renewal, or
rescission; however, these actions do not stay any condition. The issuance of this permit does not
prohibit the Director from reopening and modifying the permit, revoking and reissuing the permit, or
terminating the permit for cause as allowed by the laws, rules, and regulations contained in Title 15A
NCAC 2H.1000 and NCGS 143-215.1 et.al.
BUA REQUIREMENTS. The maximum amount of BUA allowed for the entire project is 29,200
square feet (including 2,500 square feet of existing BUA). The runoff from all BUA within the
permitted high density drainage areas of this project must be directed into the permitted SCMs.
The BUA requirements and allocations for this project are as follows:
a. SCM BUA LIMITS. The SCMs labeled "A" & "B" have been designed to handle the runoff
from 18,530 & 10,670 square feet of BUA, respectively, within the delineated drainage
areas. The BUA for future development within the drainage areas to the SCMs labeled "A" &
"B" is limited to 8,205 & 7,594 square feet, respectively.
2. PERVIOUS AREA IMPROVEMENTS. At this time, none of the pervious area improvements
listed in G.S. 143-214.7(b2) or the Stormwater Design Manual have been proposed for this
project. Pervious area improvements will be allowed in this project if documentation is provided
demonstrating those improvements meet the requirements of the stormwater rule.
Page 1 of 5

Post -Construction Stormwater Management
Permit No. SW5140801
3. SCM REQUIREMENTS. The SCM requirements for this project are as follows:
a. SCM DESIGN. The SCMs are permitted based on the design criteria presented in the
sealed, signed and dated supplement and as shown in the approved plans and
specifications. These SCMs must be provided and maintained at the design condition.
b. PLANTING PLAN. The SCM landscape planting plan shown in the approved plans shall be
followed in its entirety during construction. After the plants are established, the operation
and maintenance agreement must be followed.
c. FOUNTAINS. At this time, a decorative spray fountain has not been proposed within the wet
pond. Decorative spray fountains will be allowed in the wet pond if documentation is
provided demonstrating that the proposed fountain will not cause resuspension of sediment
within the pond or cause erosion of the pond side slopes.
d. IRRIGATION. If the wet pond is to be used for irrigation, it is recommended that some water
be maintained in the permanent pool, the vegetated shelf is planted with appropriate species
that can handle fluctuating conditions, and human health issues are addressed.
4. STORMWATER OUTLETS. The peak flow from the 10-year storm event shall not cause
erosion downslope of the discharge point.
5. VEGETATED SETBACKS. A 30-foot wide vegetative setback must be provided and
maintained in grass or other vegetation adjacent to all surface waters as shown on the approved
plans. The setback is measured horizontally from the normal pool elevation of impounded
structures, from the top of bank of each side of streams or rivers, and from the mean high
waterline of tidal waters, perpendicular to the shoreline.
a. BUA IN THE VEGETATED SETBACK. BUA may not be added to the vegetated setback
except as shown on the approved plans.
b. RELEASE OF STORMWATER NOT TREATED IN AN SCM. Stormwater that is not treated
in an SCM must be released at the edge of the vegetated setback and allowed to flow
through the setback as dispersed flow.
6. CONSTRUCTION. During construction, erosion shall be kept to a minimum and any eroded
areas of the on -site stormwater system will be repaired immediately.
a. PROJECT CONSTRUCTION, OPERATION AND MAINTENANCE. During construction, all
operation and maintenance for the project shall follow the Erosion Control Plan requirements
until the Sediment -Erosion Control devices are converted to SCMs or no longer needed.
Once the device is converted to a SCM, the permittee shall provide and perform the
operation and maintenance as outlined in the applicable section below.
b. SCM RESTORATION. If one or more of the SCMs are used as an Erosion Control device
and/or removed or destroyed during construction, it must be restored to the approved design
condition prior to close-out of the erosion control plan and/or project completion and/or
transfer of the permit. Upon restoration, a new or updated certification will be required for the
SCM(s) and a copy must be submitted to the appropriate DEQ regional office.
Page 2of5

Post -Construction Stormwater Management
Permit No. SW5140801
7. MODIFICATIONS. No person or entity, including the permittee, shall alter any component
shown in the approved plans and specifications. Prior to the construction of any modification to
the approved plans, the permittee shall submit to the Director, and shall have received approval
for modified plans, specifications, and calculations including, but not limited to, those listed
below. For changes to the project or SCM that impact the certifications, a new or updated
certification(s), as applicable, will be required and a copy must be submitted to the appropriate
DEQ regional office upon completion of the modification.
a. Any modification to the approved plans and specifications, regardless of size including the
SCM(s), BUA, details, etc.
b. Redesign or addition to the approved amount of BUA or to the drainage area.
c. Further development, subdivision, acquisition, lease or sale of any, all or part of the project
and/or property area as reported in the approved plans and specifications.
d. Altering, modifying, removing, relocating, redirecting, regrading, or resizing of any
component of the approved SCM(s), stormwater collection system and/or vegetative
conveyance shown on the approved plan.
e. The construction of any allocated future BUA.
f. The construction of any infiltrating permeable pavement, #57 stone area, public trails, or
landscaping material to be considered a pervious surface that were not included in the
approved plans and specifications.
g. Other modifications as determined by the Director.
8. DESIGNER'S CERTIFICATION. Upon completion of the project, the permittee shall determine if
the project is in compliance with the approved plans and take the necessary following actions:
a. If the permittee determines that the project is in compliance with the approved plans, then
within 45 days of completion, the permittee shall submit to the Division one hard copy and
one electronic copy of the following:
i. The completed and signed Designer's Certification provided in Attachment A
noting any deviations from the approved plans and specifications. Deviations
may require approval from the Division;
ii. A copy of the recorded operation and maintenance agreement;
iii. Unless already provided, a copy of the recorded deed restrictions and
protective covenants; and
iv. A copy of the recorded plat delineating the public rights -of -way, dedicated
common areas and/or permanent recorded easements, when applicable.
b. If the permittee determines that the project is not in compliance with the approved plans, the
permittee shall submit an application to modify the permit within 30 days of completion of the
project or provide a plan of action, with a timeline, to bring the site into compliance.
9. OPERATION AND MAINTENANCE. The permittee shall provide and perform the operation and
maintenance necessary, as listed in the signed operation and maintenance agreement, to
assure that all components of the permitted on -site stormwater system are maintained at the
approved design condition. The approved operation and maintenance agreement must be
followed in its entirety and maintenance must occur at the scheduled intervals.
a. CORRECTIVE ACTIONS REQUIRED. If the facilities fail to perform satisfactorily, the
permittee shall take immediate corrective actions. This includes actions required by the
Division and the stormwater rules such as the construction of additional or replacement on -
site stormwater systems. These additional or replacement measures shall receive a permit
from the Division prior to construction.
b. MAINTENANCE RECORDS. Records of maintenance activities must be kept and made
available upon request to authorized personnel of the Division. The records will indicate the
date, activity, name of person performing the work and what actions were taken.
Page 3of5

Post -Construction Stormwater Management
Permit No. SW5140801
10. PERMIT RENEWAL. A permit renewal request must be submitted at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate application,
documentation and the processing fee as outlined in 15A NCAC 02H.1045(3).
11. CHANGES TO THE PROJECT NAME, PERMITTEE NAME OR CONTACT INFORMATION.
The permittee shall submit a completed Permit Information Update Application Form to the
Division within 30 days to making any one of these changes.
12. TRANSFER. This permit is not transferable to any person or entity except after notice to and
approval by the Director. Neither the sale of the project and/or property, in whole or in part, nor
the conveyance of common area to a third party constitutes an approved transfer of the permit.
a. TRANSFER REQUEST. The transfer request must include the appropriate application,
documentation and the processing fee as outlined in 15A NCAC 02H.1045(2). This request
must be submitted within 90 days of the permit holder meeting one or more of the following:
i. A natural person who is deceased;
ii. A partnership, limited liability corporation, corporation, or any other business
association that has been dissolved;
iii. A person or entity who has been lawfully and finally divested of title to the property
on which the permitted activity is occurring or will occur through foreclosure,
bankruptcy, or other legal proceeding.
iv. A person or entity who has sold the property, in whole or in part, on which the
permitted activity is occurring or will occur;
V. The assignment of declarant rights to another individual or entity;
vi. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of NCGS 143-214.7(c2);
b. TRANSFER INSPECTION. Prior to transfer of the permit, a file review and site inspection
will be conducted by Division personnel to ensure the permit conditions have been met and
that the project and the on -site stormwater system complies with the permit conditions.
Records of maintenance activities performed to date may be requested. Projects not in
compliance with the permit will not be transferred until all permit and/or general statute
conditions are met.
13. COMPLIANCE. The permittee is responsible for complying with the terms and conditions of this
permit and the approved plans and specifications until the Division approves the transfer
request.
a. REVIEWING AND MONITORING FOR COMPLIANCE. The permittee is responsible for
verifying that the proposed BUA within each drainage area and for the entire project does
not exceed the maximum amount allowed by this permit. The permittee shall review and
routinely monitor the project to ensure continued compliance with the conditions of the
permit, the approved plans and specifications.
b. APPROVED PLANS AND SPECIFICATIONS. A copy of this permit, approved plans,
application, supplement, operation and maintenance agreement, all applicable recorded
documents, and specifications shall be maintained on file by the permittee at all times.
c. MAINTENANCE ACCESS. SCMs, stormwater collection systems, and vegetated
conveyances must be accessible for inspection, operation, maintenance and repair as
shown on the approved plans.
d. DIVISION ACCESS. The permittee grants Division Staff permission to enter the property
during normal business hours to inspect all components of the permitted project.
e. ENFORCEMENT. Any individual or entity found to be in noncompliance with the provisions
of a stormwater management permit or the requirements of the stormwater rules is subject to
enforcement procedures as set forth in NCGS 143 Article 21.
f. ANNUAL CERTIFICATION. The permittee shall electronically submit to the Division an
annual certification completed by either the permittee or their designee confirming the
projects conformance with permit conditions.
Page 4of5

Post -Construction Stormwater Management
Permit No. SW5140801
g. OBTAINING COMPLIANCE. The Director may notify the permittee when the permitted site
does not meet one or more of the minimum requirements of the permit. Within the time
frame specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee shall provide
copies of modified plans and certification in writing to the Director that the changes have
been made.
OTHER PERMITS. The issuance of this permit does not preclude the permittee from
obtaining and complying with any and all other permits or approvals that are required for this
development to take place, as required by any statutes, rules, regulations, or ordinances,
which are imposed by any other Local, State or Federal government agency having
jurisdiction. Any activities undertaken at this site that cause a water quality violation or
undertaken prior to receipt of the necessary permits or approvals to do so are considered
violations of NCGS 143-215.1, and subject to enforcement procedures pursuant to NCGS
143-215.6.
Permit modified, updated, and reissued this the 281" day of April 2022.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Brian Wrenn, Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW5140801
Page 5of5

Post -Construction Stormwater Management
Permit No. SW5140801
Attachment A
Certification Forms
The following blank Designer Certification forms are included and specific for this project:
• As -Built Permittee Certification
• As -Built Designer's Certification General MDC
• As -Built Designer's Certification for Wet Detention Pond Project
A separate certification is required for each SCM. These blank certification forms may be copied and
used, as needed, for each SCM and/or as a partial certification to address a section or phase of the
project.
Page 1 of 1

Post -Construction Stormwater Management
Permit No. SW5140801
AS -BUILT PERMITTEE CERTIFICATION
I hereby state that I am the current permittee for the project named above, and I certify by my
signature below, that the project meets the below listed Final Submittal Requirements found in NCAC
02H.1042(4) and the terms, conditions and provisions listed in the permit documents, plans and
specifications on file with or provided to the Division.
Check here if this is a partial certification. Section/phase/SCM #?
Check here if this is part of a Fast Track As -built Package Submittal.
Printed Name
County of
personally appeared before me this
Signature
a Notary Public in the State of
do hereby certify that
day of
and acknowledge the due execution of this as -built certification. (SEAL)
Witness my hand and official seal
My commission expires
20
Permittee's Certification NCAC .1042(4)
Completed /
Provided
N/A
A. DEED RESTRICTIONS / BUA RECORDS
1. The deed restrictions and protective covenants have been recorded
Y or N
and contain the necessary language to ensure that the project is
maintained consistent with the stormwater regulations and with the
permit conditions.
2. A copy of the recorded deed restrictions and protective covenants
Y or N
has been provided to the Division.
3. Records which track the BUA on each lot are being kept. (See Note
Y or N
1
B. MAINTENANCE ACCESS
1. The SCMs are accessible for inspection, maintenance and repair.
Y or N
2. The access is a minimum of 10 feet wide.
Y or N
3. The access extends to the nearest public right-of-way.
Y or N
C. EASEMENTS
1. The SCMs and the components of the runoff collection / conveyance
Y N
system are located in recorded drainage easements.
or
2. A copy of the recorded plat(s) is provided.
Y or N
D. SINGLE FAMILY RESIDENTIAL LOTS - Plats for residential lots that
Y N
have an SCM include the following:
or
1. The specific location of the SCM on the lot.
Y or N
2. A typical detail for the SCM.
Y or N
3. A note that the SCM is required to meet stormwater regulations and
that the lot owner is subject to enforcement action as set forth in
Y N
NCGS 143 Article 21 if the SCM is removed, relocated or altered
or
without prior approval.
E. OPERATION AND MAINTENANCE AGREEMENT
Y or N
1. The O&M Agreement is referenced on the final recorded plat.
Y or N
2. The O&M Agreement is recorded with the Register of Deeds and
Y N
appears in the chain of title.
or
F. OPERATION AND MAINTENANCE PLAN — maintenance records are
being kept in a known set location for each SCM and are available for
Y or N
review.
Page 1 of 6

Post -Construction Stormwater Management
Permit No. SW5140801
G. DESIGNER'S CERTIFICATION FORM — has been provided to the Y or N
Division.
Note 1- Acceptable records include ARC approvals, as -built surveys, and county tax records.
Provide an explanation for every requirement that was not met, and for every "N/A" below. Attach
additional sheets as needed.
Page 2of6

Post -Construction Stormwater Management
Permit No. SW5140801
AS -BUILT DESIGNER'S CERTIFICATION GENERAL MDC
I hereby state that I am a licensed professional and I certify by my signature and seal below, that I
have observed the construction of the project named above to the best of my abilities with all due care
and diligence, and that the project meets the below listed General MDC found in NCAC 02H.1050 in
accordance with the permit documents, plans and specifications on file with or provided to the
Division, except as noted on the "AS -BUILT" drawings, such that the intent of the stormwater rules
and statutes has been preserved.
Check here if this is a partial certification. Section/phase/SCM #?
Check here if this is a part of a Fast -Track As -Built Package Submittal per .1044(3).
Check here if the designer did not observe the construction, but is certifying the project.
Check here if pictures of the SCM are provided.
Printed
Name
NC Registration
Number Date
SEAL:
Signature
Consultant's Mailing Address:
City/State/ZIP
Phone Number
Consultant's Email address:
O Circle N if the as -built value differs from the Plan. If N is circled, provide an explanation on Page 2.
OO N/E = not evaluated (provide explanation on page 2) OO N/A = not applicable to this SCM or project.
Consultant's Certification NCAC .1003((3) & General MDC
OAs-built
OO N/E
OO N/A
.1050
A. TREATMENT REQUIREMENTS
1. The SCM achieves runoff treatment.
Y or N
2. The SCM achieves runoff volume match.
Y or N
3. Runoff from offsite areas and/or existing BUA is
Y or N
bypassed.
4. Runoff from offsite areas and/or existing BUA is directed
Y or N
into the permitted SCM and is accounted for at the full
build -out potential.
5. The project controls runoff through an offsite permitted
Y or N
SCM that meets the requirements of the MDC.
6. The net area of new BUA increase for an existing project
Y or N
has been accounted for at the appropriate design storm
level.
7. The SCM(s) meets all the specific minimum design
Y or N
criteria.
B. VEGETATED SETBACKS / BUA
1. The width of the vegetated setback has been measured
Y or N
from the normal pool of impounded waters, the MHW
line of tidal waters, or the top of bank of each side of
rivers or streams.
2. The vegetated setback is maintained in grass or other
Y or N
vegetation.
3. BUA that meets the requirements of NCGS 143-214.7
Y or N
b2 2 is located in the setback.
Page 3of6

Post -Construction Stormwater Management
Permit No. SW5140801
4. BUA that does not meet the requirements of NCGS 143-
Y or N
214.7 (b2)(2) is located within the setback and is limited
to:
a. Publicly funded linear projects (road, greenway
sidewalk)
b. Water -dependent structures
c. Minimal footprint uses (utility poles, signs, security
lighting and appurtenances)
5. Stormwater that is not treated in an SCM is released at
Y or N
the edge of the setback and allowed to flow through the
setback as dispersed flow.
OAs-built
OO N/E
OO N/A
C. STORMWATER OUTLETS — the outlet handles the peak
Y N
flow from the 10 year storm with no downslo e erosion.
or
D. VARIATIONS
1. A variation (alternative) from the stormwater rule
Y N
provisions has been implemented.
or
2. The variation provides equal or better stormwater control
Y N
and equal or better protection of surface waters.
or
E. COMPLIANCE WITH OTHER REGULATORY PROGRAMS
Y N
has been met.
or
F. SIZING -the volume of the SCM takes the runoff from all
surfaces into account and is sufficient to handle the required
Y or N
storm depth.
G. CONTAMINATED SOILS — infiltrating SCM's are not
Y or N
located in or on areas with contaminated soils.
H. SIDE SLOPES
1. Vegetated side slopes are no steeper than 3H:1 V.
Y or N
2. Side slopes include retaining walls, gabion walls, or
Y or N
other surfaces that are steeper than 3H:1 V.
3. Vegetated side slopes are steeper than 3H:1 V (provide
Y or N
supporting documents for soils and vegetation).
I. EROSION PROTECTION
1. The inlets do not cause erosion in the SCM.
Y or N
2. The outlet does not cause erosion downslope of the
Y or N
discharge point during the peak flow from the 10 year
storm.
J. EXCESS FLOWS — An overflow / bypass has been
Y N
provided.
or
K. DEWATERING — A method to drawdown standing water has
Y or N
been provided to facilitate maintenance and inspection.
L. CLEANOUT AFTER CONSTRUCTION — the SCM has been
Y or N
cleaned out and converted to its approved design state.
M. MAINTENANCE ACCESS
1. The SCM is accessible for maintenance and repair.
Y or N
2. The access does not include lateral or incline slopes
Y or N
>3:1.
N. DESIGNER QUALIFICATIONS (FAST -TRACK PERMIT) —
The designer is licensed under Chapters 89A, 89C, 89E, or
Y or N
89F of the General Statutes.
Provide an explanation for every MDC that was not met, and for every item marked "N/A" or "WE",
below. Attach additional pages as needed:
Page 4of6

Post -Construction Stormwater Management
Permit No. SW5140801
AS -BUILT DESIGNER'S CERTIFICATION FOR WET DETENTION POND PROJECT
I hereby state that I am a licensed professional and I certify by my signature and seal below, that I
have observed the construction of the project named above to the best of my abilities with all due care
and diligence, and that the project meets all of the MDC found in NCAC 02H.1053, in accordance with
the permit documents, plans and specifications on file with or provided to the Division, except as
noted on the "AS -BUILT" drawings, such that the intent of the stormwater rules and the general
statutes has been preserved.
Check here if this is a partial certification. Section/phase/SCM #?
Check here if this is part of a Fast -Track As -Built Package Submittal per .1044(3).
Check here if the Designer did not observe the construction, but is certifying the project.
Check here if pictures of the SCM are provided.
Printed
Name
NC Registration Number
SEAL:
Signature
Date
Consultant's Mailing Address
City/State/ZIP
Phone Number
Consultant's Email address
O Circle N if the as -built value differs from the Plan/permit. If N is circled, provide an explanation on
page 2
OO N/E = not evaluated (provide explanation on page 2) OO N/A = not applicable to this project or SCM.
This Certification must be completed in conjunction with the General MDC certification under NCAC
02H.1050
Consultant's Certification (MDC .1053)
OAs-built
OO N/E
OO N/A
A. Forebay / Depths / Fountain
1. The available Sediment storage is consistent with the
Y N
approved plan and is a minimum of 6 in.
or
2. Water flow over the forebay berm into the main pond
Y N
occurs at a non -erosive velocity.
or
3. The provided Forebay Volume is 15%-20% of the main
Y N
pool volume.
or
4. The Forebay entrance elevation is deeper than the exit
Y N
elevation into the pond.
or
5. The Average Design Depth of the main pond below the
permanent pool elevation is consistent with the permitted
Y or N
value?
6. Fountain documentation is provided.
Y or N
B. Side slopes / Banks / Vegetated Shelf
1. The width of the Vegetated Shelf is consistent with the
Y N
approved plans and is a minimum of 6 feet.
or
2. The slope of the Vegetated Shelf is consistent with the
Y N
approved plans and is no steeper than 6:1.
or
C. As -built Main Pool / Areas / Volumes / Elevations
1. The permanent pool surface area provided is consistent
Y N
with the permitted value.
or
2. The Temporary Pool Volume provided is consistent with
Y N
the permitted value.
or
Page 5of6

Post -Construction Stormwater Management
Permit No. SW5140801
3.
The permanent pool elevation is consistent with the
Y
N
permitted value.
or
4.
The temporary pool elevation is consistent with the
Y
N
permitted value.
or
OAs-built
OO N/E
OO N/A
D. Inlets / Outlet / Drawdown
1.
The design volume draws down in 2-5 days.
Y
or
N
2.
The size of the Orifice is consistent with the permitted
Y
N
value.
or
3.
A trash rack is provided on the outlet structure.
Y
or
N
4.
Hydrologic impacts to the receiving channel are minimized
Y
N
from the 1 yr 24 hr storm discharge?
or
5.
The inlets and the outlet location are situated per the
Y
N
approved plan and avoid short-circuiting.
or
E. Vegetation
1.
The vegetated shelf has been planted with a minimum of 3
Y
N
diverse species.
or
2.
The vegetated shelf plant density is consistent with the
approved plans and is no less than 50 plants per 200 sf or
Y
or
N
no less than 24 inches on center.
Provide an explanation for every MDC that was not met, and for every item marked "N/A" or "N/E"
below. Attach additional pages as needed:
Page 6of6

Environmental Maps
USGS Quad Map
NRCS Soil Map
FEMA Flood Map

National Flood Hazard Layer FI RMette *FEMA
Legend
78o48'15'W 36o10'56"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
I.V,VVV
0 250 500 1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD Wit
hBFE orDepthZoneAE,AD,AH,Ve,Aa
HAZARD AREAS Regulatory Floodway
OTHER AREAS OF
FLOOD HAZARD
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zonex
Future Conditions 1% Annual
4 '- Chance Flood Hazard Zonex
"Area with Reduced Flood Risk due to
Levee. See Notes. Zonex
" Area with Flood Risk due to Leveezone D
NOSCREEN Area of Minimal Flood Hazard
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIII Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
a - - - Coastal Transect
—sfa— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER
_ Profile Baseline
FEATURES
Hydrographic Feature
Digital Data Available AN
El No Digital Data Available
MAP PANELS
El Unmapped
QThe
pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 5/11/2022 at 12:51 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data overtime.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

Property Deed

to st+ka Ho. 151 thanoo H 7. 031 55a 3 5102 to
IFS Stake N.
14; thanan 11 6' 56, 04n W 328, to Stake r• _
1106 131-thcnoe H 19D 201.02" W 57V to stake No.
12; thence N 19'- 281 02■ W 251 to stake 11c. 1lj
thence H 26' 081 31n W Wl to strsko No. 10; thence
U 115' 281 f>0t1 W 8420 to Stake fro. 91 theme 11 1t4°
27t 29% W 2681 to Stake Ho. 81 thetro H 31' 28+
28n if 405t to Stake No. 7; thence Joking said
fight-Of-utty, H 88' 19c 5?" W 4091 to Honuennt
No. 6.2 on the oaat side of a county roadl thenoe
slang scat sins of county road, tr 1' i)hi IA& E
1>.1.41; thanes H 4' 06t F 146+j thenno 11 3' 23t E
10241; thence H 1' 201 1OW E 5W.7t; thence 11
4' 44, 50 F 25211 thenoa N 12. 281 20}o E 17331
thence 1; 5' 26r 40,1 E 198tj.thonce H 1, 05, W
196, j then o ;1 4' 57 t 1ps+ 8 174' ; thono e W 3'
11t 20R W, Lit; themo H 23. 35t 20" if 146t
thence 1[ 56. 02� WH W� 1511 j thenca 0 32' 3 t
1C" W 1321; thmcs H 30. 03t gin W 3431; thema
11 26' 1111t W4 W 146t j thence H 33' 171 3M W
26311 thoace H 30* ,161 40" W 61911'thenoa N 28■
N' 20" W 258tj thence H 26. 13t 50" W 301ti
tkEmo H 37. 52t 20N W 31411 thence H-59' obt
30" W 119! 1 thence N- 41' Or ?.0a W 367, 1 thence
ls&" East eido of CounW Road, H•0' 57, 401,
E 79711 thence N 2. 19' 30" E 6011 to a 531-6—
in the cantnr of anothor Con ty' Roadh hpn4o
slang the oetster lino ok avid Counts ;toad,
H 43' 161 30■ E 4021 to the intcraeotien of the
_9iknttai-line Of he1i? Ystoit-Romdjrthn�sce_�{ $9".E���
3521, tnoe H`89. 30) E 868;jfthance 11 85. 45t
8 10101 j theme H 21 451 E 1511 thon66 S. 07•
151 E 1398t; thence H 2' 145t g 2831; thence
S 87' 151 E 4921.1 to a point which is the center
line of Woods Road and Oranville-Durham County
Uney also the Southeast corner of Treat No.
E-80-Dj thence along Counttiy Line and center lies
of 110odn Road, south 231, to the NorThwart oorner
Of Tracts No. F-1-0; thence along the northern
hcwudwry of said taact= s 86. 30t E 2699, to a
point on the awter line of Knap O; Heeds Creek;
thence along tha omttar line of $Ad Creek, S 1'
W 550, to the intersection of the center line of
: Knap of Reeds Creek with the center line of
Hetpton Road; thence in a Hortherlr direction
along the Sceiheost Wmdary Of Trust No, F-3-G
H 59' E 1941; thatnee H 22, E 3621; thence N 47'
10t E 1451; thano a if 46' H Wei j there e W 48'
- 451 E 3721 to a point which is the East cornsr
of Tract No, F-3-0; thence along the Southern
boundary of Traot Ho. F-52--G a.jprovlmatoly 1973
feet to a point on the north line of Tract Ire.
C-{:7-0p the Southeast wrncr of Tract 110.
F-52-0 and the gouthwrsnt'oore75rsgC'?rAot'Ho.
F-116-01 theme thsrcugh Tract 110..F-47-G South'
appro ximatol y 4 ahaim (264 feet) to the center
of a road] thence eeytrrly along the center of
said road upproxLasatek7 9 chains (594. feet) to
P-

w CaRLW {1320 feet) alonK Sold :xtmedud
ennterly line and the aaaterly line of Tract no.
F-5-G to a point on the north line, 0f TTrac No.
F �'-(l j thonr,e throe a Tract F.6 q S 20. b apprext—
]+ately 111 chaian (924 feet) to the moat waetesly
Corner of Tract No. P-8-4; thence along the EAatdr re
bowtdary oP Treat No. F-6-G and the Waetran botun�-
dario5 Of Tracts no. F-$--ot F"IL-G and r-9-0�
8 12• g 634t; thonce 3 12• E 587T1 thence 3 12•
E 6117t to a point uhich is the Southoast mrr"
of Tract No. F-6-0; thence alcnK the Southern
bavndary of Tract No. F-'b-G end the NorthoM
boundary Or Tract No- F-ID-a 8 01,0 W 462a to a
point whILh is the Westerrmoat cmnor of Treat lto.
F--10.42; thence along the Heaton boundary of Treat
1104 F-10-Q and +he Euatorn boundary of Tract Yio.
D`�Ge s 201' E 759, to a p01at which 119 lb
Southernwat corner of tract NO. F..10..p; thmee
along the 8antern bcantivy of Tract No. 10_M_G
and the yjestr:rn beunnary of Tract No. D 66b G a
M"ndrring Southeaatorn dir"1410n 36Wf tc a
point which is the Eaoternmont corner or Tract
110. D-65-0) thence N 800 9 loot to a Crank eevorm
ing Treat No* 11d43KG; thence in a masndaring
Southwestern direction along said Creek, 990t to
• Er mh on the NostperTmoilt boundary of TI-act
No■ D-1 2-GJ tie rnoe alertg the Branch, which is the
Hear thsarrtern boundary of Tract No. D-1}2r6 and the
SOLMmostarn boundary of Tract +10. D--�3.0e in a
meandering Southesatern direction 1650t to a
paint ire a road ass the Wmatrrn boundary or Tract
No. D-411-0; thence along the Road S 13• W 378e to
a point which ie the Sauth"atorn ccrmr of Tract
f10. D-42—G and the SMhlleateln corner of Tract
No. 1}44•0j thence leaving said mad s 651- g
330, along the Southern boundary of Tract No.
D-114.0 arA the Northern bou nd=7 or Tract No,
i-3L-G to ■ point which Ia thu Hortheastrsn corner,
of Tract No. D+364; thoroe along tha Easttrn Gong.-.
dar7 of Tract No. 'R-3 -0 cad the Wostern boundary
of Tract Ile. t}-?3-.a S 241* W 11197 to a point
which is the Nerthweatrrn corner of Tract ro.
-3C 6; thence along the West"n bcundarr of Traat
No. D-318-fi and the Pastern boundaries of Tracts
No. N34-0 and D-28+-G s 24j' W 86ot to a point
which is the Horthwestarn aernar oX Tract Notj
iy-25-Gj th*noe along tits Wa'tern boendary of
Tract NO, D-25-0 sad the 'Eastern toundarieu of
Tracts No. I1-2d-.O, D-35-0 and r.-27-.G 8 24j* W
460ti thenoo S 77• E IWO; thanee S 530 w I$o0e
tv a point in Ste Road end being the moat
F10sterly corner or Tract No. D-25.91 thence along
Sham Road„Which_.ftL.tho-Morth6rn„bucudarg off —
Tra.at No- f3-15-0 and the SoutJntn bounaariea of - --
Txacta No. D-27-0 and D-35-G, in a meandering
4
,fi'
73
V

os' �x rrAnt f1�35-Cr wig .. " "na 9
No. Llarthar cu ern
Y Sraot Ha, f?-13'4i 11 80• w 1p3of to
n bn,zn.
r ctaq . V.., whi�1 iz the ttoc-thfregtern ocra ant
Trani No, ytl3-Pj' thence lvavinc 3t[m ftvnel 3 2a3111•
FI 99C' and the a Fastnrn bounaary of Traractct If
}� +lvstarrf bo,,d,, 3-C
tr
to rs pn l"tr, ' r�Rcti tl 81' W 16,37, a1and the #Ck"g thorn
baunaa NO. l}.
7 a1' Trnet .No. T}�1.' 35-n +u1d the Southern
bolln.
Umtheaaturn ¢crn� oY ' to a Point xfalch In the
� H 22-26+ ttO. T�12-C; thine❑ N
tra. V-3 +1anF � Southom bovadary, of Tract
12-11 5 [' and the Nartharn bound 11,7 ai' Tract tfo.
"C► to a Faint xhich is the tdortheaatern �rnar
o!' Tract C-c'5-0; thence S ap W 16 }+ along the
Sou+}1e-n t+oundari, of Tract No. C-78.rjG and the
Northern boundary oi• Tract C+af.n Lo n point uttheh
is the Flartheastern a�np nx Tract go. C..67..p:
thence along the mOpthern b01
C�67an tf e7. i1 5C+e1= thucaa N�5d,3%14't7'1'A�'tic•
arthpa Barn to a point in a road uh#Ch p thanoc
,tam bcunc?arq ae Tract is as thu
along 5ai4 road sower It". Cr67:p3 thennce
rae�dcring Nart7xraotrr g Tract tlo. C-68.p in a
at a read int eraec n 4Lrectien 16pr to a paint
corner op t4on which is tho 3onthenet,rn
Tract ro. C-tr9..g1 thence along sale road
In a 9cner1UY Wastrrn direction which is the
Southern boundary of Tract tie. Cw69-D and tde !Earth,,,,
their d at a act tic■ C.m.n 158oi to a poi. In d oak uhieh .is thu So:thxuatom
of Tract tfo. C»69.D; thcusca corner along sai�! Cravk in a
o"eanl$�'� Horthwr y direstial which ie the p:in arlt
f Tract No. C+6Of t No. Ct toD a,1d the 1jestnlYs be undt+ry
tlortbvoeta 9 D 7Cpr to a point which 1, the
xd earlof Tract tta. CM5],D; thonCcs
leaning said Cree-t H 25• ''d 33or; thence N 88• F]
2l�6pr al"g tho Honk',,,, bourtdyy Of Tract t1n,
to C 7a—D and W1v Hcutharn boundary or Tract flo■ C-7a�-D
SgtRa d; 2i on the Mast ridit-*i:,uay of U1v 'rlvct
RanKa °;g; 177ii.n is the point Of bog:bu,Ing, r+nd
callt-r]AnA» i 9 acres, I,ra, or laze,,
F pThevabc'rn deccri6od prrc+tZs bang the samO rro�
National utilized by the St,
Guard as te of HOrth Carolina a general zYring r ago.
BRCEPPIHG, N,7,m9F8, from this oanreyarCe and rnserving to the
party of the z'irst part, in accordance with precutLra Ordr.+r 9908,
epgroyed on TDdcomber 5, 1947, S12 r. n. 3223), all uranium, thoriwn,
and all Other matim-:LaLs datrcrr,L{Red pt'duant to section 5 (b) {1) o£
the Atoffou Fher97 Act of 1946 (60 Stet. 76t), to be PCOU112rly eustntial
to the production of fisaionahle material, contained, in Nllatevox
5
,P�!>

newe
Dy reserved for the us's'of the ,
United Statee- together
with the right of the United States throudi its authorized agents or
representatives at anytime to' enter
upon the land and prospect fo
one, and remove tha same, making just compensation r,
for any �� or
injury occasioned thare br, 'R'Over
ruts other ° such iand map be used, and any
wise squired by this be a
�poeition mapr �ceroisad, as if
no reservation of such materiale had been madel except that, when such
use results in the extraction
of any such material pi,os he land in
quantities which may not be tran5femed or
delivered without a License
unticz the Atomic F]rergy Act of 19g6 8e it saw
40, be amen exists or may hereafter
tled, such material shall be the property oP the United States
Atomic gnar� Commission, and the Co�aoisdioti may require delivery of
�O such material to it by any pcesessor thereof after such material has
been separated a such from the ores in which it was contaiRed, lY
the Colwldeeion re
quires the delivery of sech material to it, it shall
Pay the Prrson mining ar extracting the as the Cosame, or to such other Person
Commission detwalnea to be
entitled -thereto, such aums, inc
profits, as the Commission deems fair e, Lyle discoluding
and reasonable for
Ong, devalopmnaL, I?overy,
duotion,-traotioni and other services per
formed vith respect to ;Auclh material
Pa9ment shall not include ea prior to such delivery, but such
y amount on account of the value of such
naterial before removal from its place of deposit in nature, If
tha
Comniesioth dose not require u bdelivery of such material to it, the resehti
vatioa hereby made e}1de of no further force or effect.
ADd further excepting from this eo
nve9ance and reserving to the
Party of the Pi1•sL
Cgngressi all-rmLnerpa`t' ae required under said Public Law 927 . 83rd
r ai rights,—ina.tusir�g-�s...ad-oil,'in the ]Ann Fsrsia.
above described.
1'C PAVE AND xo RCLD the said promisee vith appm'+nanoee there-
6

.unto conditions c to the
the said pa eat forth in
BY the rty of the-..aond pert forever, this iaetri�ra�nt`
accept...°
party of the secondcf this dead or
rights hereunder, the Bald
part agrees that the
instrument is accepted, subject to Property transferred
in aub-para the follow by this
graphB (l) fl+�d (2j oP t rag restrictions Bet forth the land and which are his paragraph, which shall
imposed•.s run with
A:blic meat,drof
Bald
(1) That the 7 - 8gid Congress, approved i►pr 2 d virtue
a 1954:
faailitiea'in uhiah this •
lend, buildingaa structure
improvements and
used for ry pur•poses�strument transfer' ark. interest shall milita
for such ate' and In the event be
p6poseB, title thereto B it shall not be used
States, and, in addltto hall i�edlately revert to the United of the .... n, title to all impro"'-"te made
� �� dur'ine its coon by the Party
Without payment of a Pency shall vest in th
omp°asatioa therefor. a United states,
(2)
That whenever the Congress
�B9s of the
3
a state of war or other fates shall
nstlo declares a state of emergency
marg � usl emergency or the President �
the S ° cy to axlst a y
ecrstary of Defense that the upon the determination by
or nece Property herein
Bsary £or military, oonveyed is useful
' air or naval
of national defense p�PoBas
the United States or the Merest r
charge, exoept as shall have .
use t �isated below, to ra_° right' without f
cede he same
or aRY Part
thereof, including enter upon the Property and f
b9 the pa uding any end all !
Party'
of the "'Ond improvements
lunation of Pert for a period net 1 such state to exceed the
ad u .f war or national e
upon ..cacti. �rgBnay, plus s
n of auah use, such months,
arty of the second part Property shall rl3vartto
Party together the
with•a� and all -improvements
i °pPur''tenaneea appertain J
ice thereto thereon
i
aer'vations, restri'a ' subject t JJJ
tions and a o �• axoeptions, r
at the" United S otlt�ne of this aonvayanoe 1
States shall be responsible dun
f PRCVIDM), RCG1EM
:bIg the period of such use for
7
0

-- '—'Perrly BO Used, .mod --" r:",�`;`N'..',';' - Wr.X.
rental fOl the us and �BhQll,
which have been
I e of any a _n Added thereto vith..", truc�tu"x or Other improvements
IN WiTHESs
t Federal aid.
Vmmp, the United stiktaa Or America
ha
these Presents to be 8--c"Ied in its nfte by the 8,or.ta,, , the!
I *'D'Partlunt. of the and the as&I of the
dAJV of Ar'V to be ber,,nt,
1!�A. cad# thin
SF" or 'm LXpL"mDC
Tm 4mmOF
. ............... . . .
04ft
.S
........... . .
STATE OF rtRCU.0
COtW= OF ARZnrM-0M
for the state Of Virgir4 Notary ftil" in and
that T. a d cot" Of Arlington, do hereby wtjr ooaye,ry
Secretary of the JDapa
of the
a I Al"Y' Personally 4PP4w,d rItment,
the
due w6clutIon of the tb*70 andbefore me this day and a0kr1owl8deed
,1".Ip:L.g
W'MM" 17 hand and official I
foie I
2-2/67' Of
� ?, "11"Z
lop COMM1-13JDjj -
4 vi

VICINTY MAP
1 xalc Ell
WEARING
11119rA1II7g
5 52°36'11'w
359-75
_
N 69°14'S5'W
359.43
N 88'16'17'W
295.05
5 B9°45.44'W
5...
N 61°00'14'W
479.76
0
N fi0°59'21'N
440.70
N 16°4B'93'X
177.66
N 096180270E
97.39
N 14.34'59'N
26B.7B
N 156510650E
339.79
N SO°2B'33•W
Ill92
S B5°35'98•N
500.13
N 11615139.11
260.52
N 00.24.58•E =
f92.DB
W OB•20'091E
190. 12
N 06°30'08'E
54.BB
N 07-00'44 •E
462.18
N 07°06'23'W
301.02
N 19620639'X
81.03
N 25'02'59'W
414.59
N 45°23'49'W
65.313
N 44°24'10'W
29W.04
IN 9f°%'0B'N
405.01
N 6B°1B'16'M
401
N 01°09'32'E
40.186
N 03.58'19'E
145.68
N 21.22'23'E
600.80
N 04.450360E
252.00
N 12.31060.E
172.57
N OG'm'1W1•E
11W1. SW
N 01•04.!0'W
1B$.15
N 04.57'49'E
11S.O3
N 03•S1'64'l
136.37
N 23.35'OB'W
145.93
N 56.03.13•x
1 16s.31
N &-%%'24'M
1 19l
If 3C 03.48-M
342.90
N 28°46'44'N
147.22
N 33°i6'53'N
262.92
N 30°17'011•N
618.61
N 26'31.0B'N
257.71
N 25-14.13•W
901.13
N 376520f6'W
314.14
N 5B'54'2B•W
S1B.40
N 81°47'54'W
365.79
N 02°20'11•E
601.26
N 43•17'32'E
226.44
S B7.22'fiB•E
362.47
S 84°33'30'E
310.83
6 21.WI1571E
213.59
5 07°01'23'E
23D.49
9 04.95'21'E
649-81
N 576060030E I
239.96
N 166480250E
362.20
N 41.40'21'f
143.55
W 49.530140E
442.2E
N 43630'08'E
371_69
N 39522021.E
969.99
N 54°11'42'E
520.17
S B3°64.95-E
279.96
S 636690610E
207.87
S 74°57'12'E
392.04
5 51°29.34'E
226.20
S 226460196E
74,V
S 67-17.21-W
461.94
5 57'39'26'N
395.61
S 21@48.1BRE
335.94
9 32°59'02'E
455.09
5 31°32'S1•E
357.61
6 300500148E
350.51
8 /i•Z2L49•r
127.13
S 0A 49'43'W
672.90
S 68•05'49eW
.01.90
S 211°52.22•N
544.45
S S4°13'44'E
133.51
6 66°21'11'X
620.36
N 77656113'N
384.00
8 646030900E
543.00
N 676540350E
Sol
8 676070540E
i59.57
5 19646.008E
374.50
6 04°52050'E
299.96
6 40°31'14•E
292.14
0024•x
S65
626•
9.fio
4.BB _
S 22626'fi7'N
187.08
f ON„p L 5n CONTROL 1Rou wF
9g N.R. CARRINSTOIL TINIOTQ ECN
2 O9. i64 PI1. f6f CM
X/F N��c
A6 09. 694 PG. f49
yF' N/F CHAMPION INTERNATIONAL MAN
����p� � N/F
NANCY P. WAN9uM �' 1113?XAIFL J. ELLI6 N EL11 BOBBL. AND B. WRIM PB. 9B P6. S60 NO OEEO Rff R E
tip! [n �'0•••' L LSBrnp�(SOtAYF n 0[ a°cc
. ILi Ma" M ���� .ya i OPS B20p_B�!
P/LL BBYBMEN 222' i16B9139.1q E41 CR x EY ] 00N
f•208189G.69 9
,MF °�W9
Jn1L'016 UPS 4
E [CN
n
,AIW .UC093 A 9H q, r
SP5
a i EUN Ui
E '9 b
[ .7p� �� a
9�fP5 A0NfR0t2I7 9 � WE
ILEYR.7NE
• y E �
RAF
HENRY1,1101131
3Bl P0T TRACT 1 ECN �9
wF
R.T. GAWK D S NS
NO [EEO NEPE m
Elm V,
G7P
AREAS ErA
E ECH
1
TRACT 1 = 4480.2437 ACRES
195159413 S _ F _
1n e0"
TRACT 1 A = 75.9453 ACRES Eck
3308175 S . F
"b" ENCIMACNKHT
IDOP EY NOTE:
SS DAiv[ FINAL AREAS SUBJECT TO ROAD R/W'S IA1 IPS
@k . y1 Z• N/F
KEY=-988-02 E W LiaL T LGY * JNGS N. N9Nlm -�
E
Ff5 '
N/F NIF -
RaFipRq C. CTf}ll TOWN OF BUTNE
09. 2f40 n. FS /F EG TO g ACA[5 OWill FROM NELN5
J4AH O. RO L.& TO BTATE OF XORTW CARN.INA
O9. i149 Ps:. 1N f7e. 160 1b. 19
69 b. OA P4. 2� N/F
46bs 0 GUTNER >P< GRae. GAS -P . WE, /7
LAKE sP6
-.1a. FENCE ,p 1F6
1pV E I �J y
x Ell TRACT 1 A
N0L xEll pieP
w. 66 n. 91
E
l C.1
16A lop)
= 9 CWdinEx IRON WF
STATE OF NORTH CAROLINA WAKE COUNTY yp' 9A z g I�6! r0Bu0. a.LBLeie
A9$ WAv� OR1YIxLT
I. SEORGE SCOTT WILSON, 00 HEREBY CERTIFY CC IPA 14waAVA.Ni
THAT UNDER MY
SUPERVISION
NAP WAS DRAWN ON FROM AN ACTUAL SURVEY BPW COMEIREL IRON
MAC UNDER MY SUPERVISION, FROM y/yXIF-y
!6, Oi y0, pA JA199 9. MILLRT6. JR.
DE O aESCBE RdD�,� RETORTED IH GOOK NI 13AI1IiE AVJw•r
PAGE Ned LTHATATE THE FFrWOR •S �=' Ip. Q1fa 1r:. TL9
OF CLOSURE ANDAS CALCULATES BY LAKE MIEN ESTATES
LATITUDES BOUNDARY
DEPARTURES IS 711 °.Mo �� $.$ pS, fe PG. fii
THAT THE BOUNDARY LINES NOT FROM
NFO A �J
CLEARLY INDICATED REFERENC AS CITED;
FROM INFORMATION
FOUND
IN REFERENCE CITED; THAT THIS NAP
ASSANPRE ARENDEOEO IN ACCORDANCE WITH G.S. 47-9D
I ecn
WIT74ESS MY ORIGINAL 9IOMAIVRE.`
REOISYRAT]DN loll SEAL
TWIG DAY OF 2000.
SIGNED:!` 'l L-2601 IPS
i 3 .�P
0 ROBERTS CHAPEL, ROAD - SR 1123 P
4tr�Ro� Fmr 5 auA4 60' R/W
d3
KExxE1x R. TRACT 4 BERM% M1 `
SEAL N/F [ 1 1f�l AN r4a k.C.9.0.T, iN0.41CT a.7Te15t ELTI
426M STATE OF MONTH CAROLINA 0 EGI GAS CONrROL IRON
0 A fE49.94 ^
S° o@., L.Tn.1m p V
•6A'M
61 IF7M.Wf
N, O Mil N/F
4, LTAIE OF NONTN CAROLINA [ A'10 EAST COBtIT. 1104_ CtlWiER S. DOSS
IP3 W. f96 M. 299
I, SCOTT WILSON. PROFESSIONAL LAND SURVEYOR NO. L-2601 B EC11 GtI1
CERTIFY THAT THIS PLAT IS OF A SU VlOF AN EXISTING PARCEL fi 1 rP3 E])1
OR PARCELS OF LAND; �i LEGEND
I En EIP = EXISTING IRON PIPE
IPS ^ ' y STAN OF WORTH CAROLINA CPS CONT� IROfI ECM =EXISTING CONCRETE MONUMENT
COT ILSDN, P.L.S. L-2801 jG 1. �Q
S qas r1�L 1R(M €LA IPS = IRON PIPE SET
NCM = NEW CONCRETE MONUMENT
erATE GF CAROLINA Ev • Bi i MH
PP - POWERLPDLE
X ;GG 9

Stormwater Management Mapping
Permitted Pre -Development Plan
Permitted Post Development Plan
Updated Post Development Plan

7
�I RANGE 4
SIGN/
YIELD N
7F
I
/
4
9
\
METAL
POSTS
O0
17 /
\
SPRAYED
CONCRETE
BUILDINGS
/
Iv
i
1
J
SPRAYED
CONCRETE
BUILDINGS
1\`
Ll
10
I �
PRE —DEVELOPMENT
ANALYSIS
BASIN
FLOW
FLOWRATE
POINT
DRAINAGE
TYPE
NOTES
01
Q2
AREA
(CFS)
(CFS)
(AC)
A
SUB -BASIN 'A'
3.80
TOTAL
4.48
6.71
ANALYSIS POINT 'A'
Q POST < Q PRE
B
SUB -BASIN 'B'
1•24
TOTAL
1.14
1.83
ANALYSIS POINT 'B'
Q POST < Q PRE
SPRAYED
CONCRETE
BUILDINGS
NOW OR F MERLY
STATE OF ORTH CAROUNA
41*
'
4V*4P*
�-
v` 4V*4P* `
STORM WA TER SUMMARY
(REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION)
i
/ ♦ ♦ �! \� y
DRAINAGE AkE.\A TO ANALYSIS \ vv
DRAWA-GE_ AREA TO ANALYSIS �� POINT 'B' = 1. 4—AC
ICE of ♦�!�• \ ��� \ �� ��'\ \ \-_ POINT 'A' = 3.80 AC
Q
SPA4 10 �� A ��V �A*�1
10
IBOULDERS\�
i -483-_
\ \\\V
7 \ \ \- 489 \ > \ \\ \ \\ J
BI
\ FIRING
Y�
\ RANGE 480—
i
\ \ \
\�
_--STREET_SIGN �� A�� � 9 vv \V459 v _
— -- T� —--F`OHUTI—\\
��---------OHP/OHUT --- — ----
_-----------
-476- \ _—�-477 4�g� �� �_ A ��-- ___ —
---
--- - — -
------ - -------------- ------ — ---- -------------
-- �118' --- — —--- y�--- — ------ _---------- ---- ----- — �� ---- ---- ----- -- — —� _ -- _
---------' — '----------------- -- - INV_ 73.73--- -- ------ —� ----- ---- —_-- —_---- ------ ------ — — — -
- ------------ - ------------------- -- - ----- -------------------------------_� -- - -- - -- - ---
-----------------------------_--------------_�--- -
II RANGE ROAD S.R. 1610
II 60' RIGHT OF WAY
--------------- -----------------------------
18" RCP II
INV=472.2011
ANALYSIS POINT 'A'
ANALYSIS POINT 'B'
r---wh
pmmmmmp
40
TOTAL SITE AREA = 714,000 SF (16.40 AC)
PROJECT AREA = SITE AREA - SURFACE WATER AREA
705,913 SF (16.21 AC) _ _ _ _
DRAINAGE AREAS TO ANALYSIS POINTS
PRE -DEVELOPMENT BUILT UPON AREA (BUA) _
21, 356-SF (0.49 AC / 3% OF SITE)
THIS DRAWING IS FOR NCDENR REVIEW. DO NOT USE
FOR CONSTRUCTION
GRAPHIC SCALE
0 20 40 80 160
( IN FEET )
1 inch = 40 ft.
CLH
DESIGN
CLH Design, PA
400 Regency Forest Dr.
Suite 120
Cary, NC 27518
Phone: [phone]
Fax: [phone]
LA: C-106, PE: C-159
MCA RO�i '.
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STORMWATER
MANAGEMENT MAP
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ID
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CHECKED BY: FS
POST -DEVELOPMENT
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MANAGEMENT MAP
2021009 8 J U L 2022

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ID
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DRAWN BY: J L
CHECKED BY: FS
POST -DEVELOPMENT
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MANAGEMENT MAP
2021U L 2022
C3.3�

Design Calculations
Pre -Post Development Hydraulic Routing
Wet Pond A Design
SNAP Tool (for Nutrient Accounting)

I
Watershed Model Schematic HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v2019.2
1
2
8
9
10
Legend
Hvd. Origin Description
1 SCS Runoff Post-Dev to BMP'A'
2 SCS Runoff Post-Dev to BMP'B'
3 Reservoir BMP'A'
4 Reservoir BMP'B'
5 SCS Runoff Post-Dev By -Pass to Analysis Point'A'
6 SCS Runoff Post-Dev By -Pass to Analysis Point'B'
7 SCS Runoff Pre-Dev to Analysis Point'A'
8 SCS Runoff Pre-Dev to Analysis Point'B'
9 Combine Post Development A Combined
10 Combine Post Development B Combined
Project: 14-121-hyd Wetpond.gpw Wednesday, 09 / 21 / 2022

Hydraflow Table of Contents
14-121-hyd Wetpond.gpw
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
- Year
SummaryReport.........................................................................................................................
3
HydrographReports...................................................................................................................
4
Hydrograph No. 1, SCS Runoff, Post-Dev to BMP'A...............................................................
4
Hydrograph No. 2, SCS Runoff, Post-Dev to BMP'B'..............................................................
5
Hydrograph No. 3, Reservoir, BMP'A'.....................................................................................
6
PondReport - BMP'A'.........................................................................................................
7
Hydrograph No. 4, Reservoir, BMP'B'.....................................................................................
8
PondReport - BMP'B'.........................................................................................................
9
Hydrograph No. 5, SCS Runoff, Post-Dev By -Pass to Analysis Point'A................................
10
Hydrograph No. 6, SCS Runoff, Post-Dev By -Pass to Analysis Point'B................................
11
Hydrograph No. 7, SCS Runoff, Pre-Dev to Analysis Point 'A' ...............................................
12
Hydrograph No. 8, SCS Runoff, Pre-Dev to Analysis Point 'B' ...............................................
13
Hydrograph No. 9, Combine, Post Development A Combined ...............................................
14
Hydrograph No. 10, Combine, Post Development B Combined ............................................
15
2 - Year
SummaryReport.......................................................................................................................
16
HydrographReports.................................................................................................................
17
Hydrograph No. 1, SCS Runoff, Post-Dev to BMP'A.............................................................
17
Hydrograph No. 2, SCS Runoff, Post-Dev to BMP'B'............................................................
18
Hydrograph No. 3, Reservoir, BMP'A'...................................................................................
19
Hydrograph No. 4, Reservoir, BMP'B'...................................................................................
20
Hydrograph No. 5, SCS Runoff, Post-Dev By -Pass to Analysis Point'A................................
21
Hydrograph No. 6, SCS Runoff, Post-Dev By -Pass to Analysis Point'B................................
22
Hydrograph No. 7, SCS Runoff, Pre-Dev to Analysis Point 'A' ...............................................
23
Hydrograph No. 8, SCS Runoff, Pre-Dev to Analysis Point 'B' ...............................................
24
Hydrograph No. 9, Combine, Post Development A Combined ...............................................
25
Hydrograph No. 10, Combine, Post Development B Combined ............................................
26
10 -Year
SummaryReport....................................................................................................................... 27
HydrographReports................................................................................................................. 28
Hydrograph No. 1, SCS Runoff, Post-Dev to BMP'A............................................................. 28
Hydrograph No. 2, SCS Runoff, Post-Dev to BMP'B'............................................................ 29
Hydrograph No. 3, Reservoir, BMP'A'................................................................................... 30
Hydrograph No. 4, Reservoir, BMP'B'................................................................................... 31
Hydrograph No. 5, SCS Runoff, Post-Dev By -Pass to Analysis Point'A................................ 32
Hydrograph No. 6, SCS Runoff, Post-Dev By -Pass to Analysis Point'B................................ 33
Hydrograph No. 7, SCS Runoff, Pre-Dev to Analysis Point 'A' ............................................... 34
Hydrograph No. 8, SCS Runoff, Pre-Dev to Analysis Point 'B' ............................................... 35
Hydrograph No. 9, Combine, Post Development A Combined ............................................... 36
Hydrograph No. 10, Combine, Post Development B Combined ............................................ 37
100 -Year

Contents continued...
14-121-hyd Wetpond.gpw
SummaryReport....................................................................................................................... 38
HydrographReports................................................................................................................. 39
Hydrograph No. 1, SCS Runoff, Post-Dev to BMP'A............................................................. 39
Hydrograph No. 2, SCS Runoff, Post-Dev to BMP'B'............................................................ 40
Hydrograph No. 3, Reservoir, BMP'A'................................................................................... 41
Hydrograph No. 4, Reservoir, BMP'B'................................................................................... 42
Hydrograph No. 5, SCS Runoff, Post-Dev By -Pass to Analysis Point'A................................ 43
Hydrograph No. 6, SCS Runoff, Post-Dev By -Pass to Analysis Point'B................................ 44
Hydrograph No. 7, SCS Runoff, Pre-Dev to Analysis Point 'A' ............................................... 45
Hydrograph No. 8, SCS Runoff, Pre-Dev to Analysis Point'B................................................ 46
Hydrograph No. 9, Combine, Post Development A Combined ............................................... 47
Hydrograph No. 10, Combine, Post Development B Combined ............................................ 48
OFReport.................................................................................................................. 49

Hydrograph Return Period Recan
'F Hydra of-Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
I -yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
8.341
10.99
-------
-------
17.87
-------
-------
28.47
Post-Dev to BMP'A'
2
SCS Runoff
------
2.680
3.666
-------
-------
6.299
-------
-------
10.44
Post-Dev to BMP'B'
3
Reservoir
1
2.673
6.292
-------
-------
11.77
-------
-------
22.36
BMP'A'
4
Reservoir
2
0.039
0.236
-------
-------
3.066
-------
-------
8.784
BMP'B'
5
SCS Runoff
------
2.779
3.888
-------
-------
6.987
-------
-------
11.97
Post-Dev By -Pass to Analysis Point'
6
SCS Runoff
------
0.998
1.396
-------
-------
2.508
-------
-------
4.295
Post-Dev By -Pass to Analysis Point'
7
SCS Runoff
------
4.484
6.710
-------
-------
13.11
-------
-------
23.95
Pre-Dev to Analysis Point'A'
8
SCS Runoff
------
1.135
1.835
-------
-------
3.902
-------
-------
7.545
Pre-Dev to Analysis Point'B'
9
Combine
3, 5,
3.877
8.928
-------
-------
18.67
-------
-------
32.47
Post Development A Combined
10
Combine
4,6,
1.023
1.427
-------
-------
4.567
-------
-------
12.42
Post Development B Combined
Proj. file: 14-121-hyd Wetpond.gpw
Wednesday, 09 / 21 / 2022

Hydrograph Summary Report draflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
8.341
2
718
19,123
------
------
------
Post-Dev to BMP'A'
2
SCS Runoff
2.680
2
718
6,139
------
------
------
Post-Dev to BMP'B'
3
Reservoir
2.673
2
728
18,629
1
485.36
8,824
BMP'A'
4
Reservoir
0.039
2
1188
6,058
2
489.96
4,520
BMP'B'
5
SCS Runoff
2.779
2
720
6,365
------
------
------
Post-Dev By -Pass to Analysis Point'
6
SCS Runoff
0.998
2
720
2,285
------
------
------
Post-Dev By -Pass to Analysis Point'
7
SCS Runoff
4.484
2
722
12,112
------
------
------
Pre-Dev to Analysis Point 'A'
8
SCS Runoff
1.135
2
720
2,799
------
------
------
Pre-Dev to Analysis Point 'B'
9
Combine
3.877
2
726
24,994
3, 5,
------
------
Post Development A Combined
10
Combine
1.023
2
720
8,343
4, 6,
------
------
Post Development B Combined
14-121-hyd Wetpond.gpw
Return Period: 1 Year
Wednesday, 09 / 21 / 2022

4
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 1
Post-Dev to BMP 'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 8.341 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 19,123 cuft
Drainage area
= 3.310 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc) = 8.00 min
Total precip.
= 2.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.820 x 98) + (1.490 x 74)] / 3.310
Post-Dev to BMP 'A'
Q (cfs)
Hyd. No. 1 -- 1 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10
12 14 16 18 20
22 24 26
Hyd No. 1
Time
(hrs)

Hydrograph
Report
5
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 2
Post-Dev to BMP 'B'
Hydrograph type = SCS Runoff Peak discharge = 2.680 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 6,139 cuft
Drainage area = 1.290 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) _ [(0.240 x 98) + (1.050 x 80)] / 1.290
Post-Dev to BMP 'B'
Q (cfs) Hyd. No. 2 -- 1 Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 2 4 6 8 10
— Hyd No. 2
12 14 16 18 20
0.00
22 24 26
Time (hrs)

I
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 3
BMP 'A'
Hydrograph type
= Reservoir
Peak discharge
= 2.673 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 18,629 cuft
Inflow hyd. No.
= 1 - Post-Dev to BMP'A'
Max. Elevation
= 485.36 ft
Reservoir name
= BMP 'A'
Max. Storage
= 8,824 cuft
Storage Indication method used
Q (cfs)
10.00
. 11
4.00
2.00
BMP 'A'
Hyd. No. 3 -- 1 Year
6 12 18 24 30 36 42 48 54
Hyd No. 3 Hyd No. 1 Total storage used = 8,824 cuft
Q (cfs)
10.00
NIM
4.00
2.00
0.00
60
Time (hrs)

Pop d°N o. 1 - B M P 'A' Hydraflow Hydrographs Extension for Autodesk® Civil 3D@ 2019 by Autodesk, Inc. v2019.2
Top of pond
Elev. 487.00
3.00
2.00
1.00
L 0.00
Stage (ft)
2-yr
1-yr
Inflow hydrograph = 1. SCS Runoff - Post-Dev to BMP 'A'
Project: 14-121-hyd Wetpond.gpw I Tuesday, 09 / 13 / 2022 1

Pond Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Pond No. 1 - BMP'A'
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining
Elevation = 484.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 484.00
5,523
0
0
0.50 484.50
6,358
2,968
2,968
1.00 485.00
6,767
3,280
6,248
2.00 486.00
7,717
7,236
13,484
3.00 487.00
8,694
8,200
21,684
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 15.00
1.25 Inactive Inactive
Crest Len (ft)
= 6.00 Inactive
10.00
Inactive
Span (in) = 15.00
1.25 0.00 0.00
Crest El. (ft)
= 485.10 483.50
486.00
0.00
No. Barrels = 1
1 0 0
Weir Coeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft) = 480.00
484.00 0.00 0.00
Weir Type
= 1 Rect
Broad
---
Length (ft) = 118.00
0.67 0.00 0.00
Multi -Stage
= Yes Yes
No
No
Slope (%)
= 2.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.00
0
484.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- --- 0.000
0.50
2,968
484.50
10.85 is
0.03 is ---
--- 0.00
0.00
0.00
--- --- --- 0.027
1.00
6,248
485.00
10.85 is
0.04 is ---
--- 0.00
0.00
0.00
--- --- --- 0.040
2.00
13,484
486.00
11.71 is
0.05 is ---
--- 11.48 is
0.00
0.00
--- --- --- 11.53
3.00
21,684
487.00
14.11 oc
0.01 is ---
--- 14.10 s
0.00
26.00
--- --- --- 40.11

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Hyd. No. 4
BMP 'B'
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 2 - Post-Dev to BMP'B' Max. Elevation
Reservoir name = BMP 'B' Max. Storage
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
BMP 'B'
Hyd. No. 4 -- 1 Year
Wednesday, 09 / 21 / 2022
= 0.039 cfs
= 19.80 hrs
= 6,058 cuft
= 489.96 ft
= 4,520 cuft
10 20 30 40 50 60 70 80 90
Hyd No. 4 Hyd No. 2 Total storage used = 4,520 cuft
Q (cfs)
3.00
2.00
1.00
1 0.00
100
Time (hrs)

POF d"N o. 3 - B M P , B, Hydraflow Hydrographs Extension for Autodesk® Civil 3D@ 2019 by Autodesk, Inc. v2019.2
Top of pond
EIev.492.00
3.00
►41I11
1.00
L 0.00
Stage (ft)
2-yr
1-yr
Inflow hydrograph = 2. SCS Runoff - Post-Dev to BMP 'B'
Project: 14-121-hyd Wetpond.gpw I Tuesday, 09 / 13 / 2022 1

Pond Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Pond No. 3 - BMP'B'
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining Elevation = 489.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 489.00
3,874
0
0
1.00 490.00
5,554
4,688
4,688
2.00 491.00
6,418
5,980
10,669
3.00 492.00
7,340
6,873
17,542
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1.25
Inactive
Inactive
Crest Len (ft)
= 6.00
Inactive
10.00
Inactive
Span (in)
= 15.00
1.25
0.00
0.00
Crest El. (ft)
= 490.00
490.50
490.50
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 486.00
489.00
0.00
0.00
Weir Type
= 1
Rect
Broad
---
Length (ft)
= 102.00
0.67
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 5.30
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.00
0
489.00
0.00
0.00 ---
--- 0.00
0.00
0.00
--- --- --- 0.000
1.00
4,688
490.00
9.11 is
0.04 is ---
--- 0.00
0.00
0.00
--- --- --- 0.040
2.00
10,669
491.00
12.09 is
0.02 is ---
--- 12.07 s
0.00
9.19
--- --- --- 21.28
3.00
17,542
492.00
13.65 is
0.01 is ---
--- 13.64 s
0.00
47.77
--- --- --- 61.41

Hydrograph
Report
10
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 5
Post-Dev By -Pass to Analysis Point'A'
Hydrograph type = SCS Runoff Peak discharge = 2.779 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 6,365 cuft
Drainage area = 1.560 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 9.00 min
Total precip. = 2.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
Post-Dev
By -Pass to Analysis Point 'A'
Hyd. No. 5 -- 1 Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 2 4 6 8 10 12 14 16 18 20
— Hyd No. 5
0.00
22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 6
Post-Dev By -Pass to Analysis Point'B'
Hydrograph type
= SCS Runoff
Peak discharge
= 0.998 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 2,285 cuft
Drainage area
= 0.560 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 2.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
Post-Dev By -Pass to Analysis Point 'B'
Hyd. No. 6 -- 1 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 7
Pre-Dev to Analysis Point'A'
Hydrograph type =
SCS Runoff
Peak discharge
= 4.484 cfs
Storm frequency =
1 yrs
Time to peak
= 12.03 hrs
Time interval =
2 min
Hyd. volume
= 12,112 cuft
Drainage area =
3.800 ac
Curve number
= 75
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 11.00 min
Total precip. =
2.83 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 7
6 8
Pre-Dev to Analysis Point 'A'
Hyd. No. 7 -- 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
13
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Hyd. No. 8
Pre-Dev to Analysis Point'B'
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
1 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
1.240 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
2.83 in
Distribution
Storm duration =
24 hrs
Shape factor
Q (cfs)
2.00
1.00
2 4
Hyd No. 8
Pre-Dev to Analysis Point 'B'
Hyd. No. 8 -- 1 Year
Wednesday, 09 / 21 / 2022
= 1.135 cfs
= 12.00 hrs
= 2,799 cuft
= 70
= 0 ft
= 7.00 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
-1-- 0.00
26
Time (hrs)

Hydrograph
Report
14
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 9
Post Development A Combined
Hydrograph type
= Combine
Peak discharge
= 3.877 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 24,994 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 1.560 ac
Q (cfs)
4.00
3.00
2.00
1.00
Post Development A Combined
Hyd. No. 9 -- 1 Year
0.00 ' T
0 4 8 12 16 20
— Hyd No. 9 Hyd No. 3 Hyd No. 5
24 28
Q (cfs)
4.00
3.00
2.00
1.00
=;;- 0.00
32
Time (hrs)

Hydrograph
Report
1s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 10
Post Development B Combined
Hydrograph type
= Combine
Peak discharge
= 1.023 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 8,343 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.560 ac
Q (Cfs)
2.00
1.00
WOTAN
0
6 12
Hyd No. 10
Post Development B Combined
Hyd. No. 10 -- 1 Year
18 24 30
Hyd No. 4
36 42 48
Hyd No. 6
Q (Cfs)
2.00
1.00
0.00
54 60 66 72
Time (hrs)

16
Hydrograph Summary Report draflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
10.99
2
718
25,360
------
------
------
Post-Dev to BMP'A'
2
SCS Runoff
3.666
2
718
8,389
------
------
------
Post-Dev to BMP'B'
3
Reservoir
6.292
2
724
24,864
1
485.57
10,293
BMP'A'
4
Reservoir
0.236
2
778
8,299
2
490.03
4,873
BMP'B'
5
SCS Runoff
3.888
2
720
8,908
------
------
------
Post-Dev By -Pass to Analysis Point'
6
SCS Runoff
1.396
2
720
3,198
------
------
------
Post-Dev By -Pass to Analysis Point'
7
SCS Runoff
6.710
2
722
17,717
------
------
------
Pre-Dev to Analysis Point 'A'
8
SCS Runoff
1.835
2
720
4,317
------
------
------
Pre-Dev to Analysis Point 'B'
9
Combine
8.928
2
724
33,772
3, 5,
------
------
Post Development A Combined
10
Combine
1.427
2
720
11,497
4, 6,
------
------
Post Development B Combined
14-121-hyd Wetpond.gpw
Return Period: 2 Year
Wednesday, 09 / 21 / 2022

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 1
Post-Dev to BMP 'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 10.99 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 25,360 cuft
Drainage area
= 3.310 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 3.42 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.820 x 98) + (1.490 x 74)] / 3.310
Post-Dev to BMP 'A'
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 2
Post-Dev to BMP 'B'
Hydrograph type
= SCS Runoff
Peak discharge
= 3.666 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 8,389 cuft
Drainage area
= 1.290 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 3.42 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.240 x 98) + (1.050 x 80)] / 1.290
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 2
Post-Dev to BMP 'B'
Hyd. No. 2 -- 2 Year
6 8 10 12 14 16
Q (cfs)
4.00
3.00
2.00
1.00
0.00
18 20 22 24 26
Time (hrs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 3
BMP 'A'
Hydrograph type
= Reservoir
Peak discharge
= 6.292 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 24,864 cuft
Inflow hyd. No.
= 1 - Post-Dev to BMP'A'
Max. Elevation
= 485.57 ft
Reservoir name
= BMP 'A'
Max. Storage
= 10,293 cuft
Storage Indication method used
BMP 'A'
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 — Hyd No. 1 Total storage used = 10,293 cult

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Hyd. No. 4
BMP 'B'
Hydrograph type = Reservoir Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 2 - Post-Dev to BMP'B' Max. Elevation
Reservoir name = BMP 'B' Max. Storage
Storage Indication method used.
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 10
— Hyd No. 4
BMP 'B'
Hyd. No. 4 -- 2 Year
Wednesday, 09 / 21 / 2022
= 0.236 cfs
= 12.97 hrs
= 8,299 cuft
= 490.03 ft
= 4,873 cuft
20 30 40 50 60 70 80 90
Hyd No. 2 Total storage used = 4,873 cuft
Q (cfs)
4.00
3.00
2.00
1.00
1 0.00
100
Time (hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 5
Post-Dev By -Pass to Analysis Point'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 3.888 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 8,908 cuft
Drainage area
= 1.560 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 9.00 min
Total precip.
= 3.42 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 5
Post-Dev By -Pass to Analysis Point 'A'
Hyd. No. 5 -- 2 Year
6 8 10 12 14 16
Q (cfs)
4.00
3.00
2.00
1.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Hyd. No. 6
Post-Dev By -Pass to Analysis Point'B'
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.560 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.42 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
2 4
Hyd No. 6
Post-Dev By -Pass to Analysis Point 'B'
Hyd. No. 6 -- 2 Year
Wednesday, 09 / 21 / 2022
= 1.396 cfs
= 12.00 hrs
= 3,198 cuft
= 80
= 0 ft
= 8.00 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
-1-- 0.00
26
Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 7
Pre-Dev to Analysis Point'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 6.710 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 17,717 cuft
Drainage area
= 3.800 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.00 min
Total precip.
= 3.42 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
i
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 7
Pre-Dev to Analysis Point 'A'
Hyd. No. 7 -- 2 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
24
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Hyd. No. 8
Pre-Dev to Analysis Point'B'
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
2 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
1.240 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
3.42 in
Distribution
Storm duration =
24 hrs
Shape factor
Q (cfs)
2.00
1.00
2 4
Hyd No. 8
Pre-Dev to Analysis Point 'B'
Hyd. No. 8 -- 2 Year
Wednesday, 09 / 21 / 2022
= 1.835 cfs
= 12.00 hrs
= 4,317 cuft
= 70
= 0 ft
= 7.00 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
-1-- 0.00
26
Time (hrs)

Hydrograph
Report
25
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 9
Post Development A Combined
Hydrograph type
= Combine
Peak discharge
= 8.928 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 33,772 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 1.560 ac
Post Development A Combined
Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 9 — Hyd No. 3 Hyd No. 5

Hydrograph
Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 10
Post Development B Combined
Hydrograph type
= Combine
Peak discharge
= 1.427 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 11,497 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.560 ac
Q (Cfs)
2.00
1.00
Post Development B Combined
Hyd. No. 10 -- 2 Year
6 12 18 24 30 36 42 48 54 60
Hyd No. 10 Hyd No. 4 Hyd No. 6
Q (Cfs)
2.00
1.00
0.00
66
Time (hrs)

27
Hydrograph Summary Report draflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
17.87
2
718
42,071
------
------
------
Post-Dev to BMP'A'
2
SCS Runoff
6.299
2
718
14,567
------
------
------
Post-Dev to BMP'B'
3
Reservoir
11.77
2
724
41,571
1
486.02
13,623
BMP'A'
4
Reservoir
3.066
2
726
14,476
2
490.28
6,377
BMP'B'
5
SCS Runoff
6.987
2
718
16,036
------
------
------
Post-Dev By -Pass to Analysis Point'
6
SCS Runoff
2.508
2
718
5,757
------
------
------
Post-Dev By -Pass to Analysis Point'
7
SCS Runoff
13.11
2
720
34,035
------
------
------
Pre-Dev to Analysis Point 'A'
8
SCS Runoff
3.902
2
720
8,933
------
------
------
Pre-Dev to Analysis Point 'B'
9
Combine
18.67
2
718
57,607
3, 5,
------
------
Post Development A Combined
10
Combine
4.567
2
724
20,233
4, 6,
------
------
Post Development B Combined
14-121-hyd Wetpond.gpw
Return Period: 10 Year
Wednesday, 09 / 21 / 2022

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 1
Post-Dev to BMP 'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 17.87 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 42,071 cuft
Drainage area
= 3.310 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 4.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.820 x 98) + (1.490 x 74)] / 3.310
Post-Dev to BMP 'A'
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 2
Post-Dev to BMP 'B'
Hydrograph type
= SCS Runoff
Peak discharge
= 6.299 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 14,567 cuft
Drainage area
= 1.290 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 4.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.240 x 98) + (1.050 x 80)] / 1.290
Q (cfs)
7.00
5.00
i
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 2
Post-Dev to BMP 'B'
Hyd. No. 2 -- 10 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
♦� 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 3
BMP 'A'
Hydrograph type
= Reservoir
Peak discharge
= 11.77 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 41,571 cuft
Inflow hyd. No.
= 1 - Post-Dev to BMP'A'
Max. Elevation
= 486.02 ft
Reservoir name
= BMP 'A'
Max. Storage
= 13,623 cuft
Storage Indication method used
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 -
0 2 4 6
Hyd No. 3
BMP 'A'
Hyd. No. 3 -- 10 Year
Q (cfs)
18.00
15.00
12.00
3.00
T- T 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 Total storage used = 13,623 cult

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 4
BMP 'B'
Hydrograph type
= Reservoir
Peak discharge
= 3.066 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 14,476 cuft
Inflow hyd. No.
= 2 - Post-Dev to BMP'B'
Max. Elevation
= 490.28 ft
Reservoir name
= BMP 'B'
Max. Storage
= 6,377 cuft
Storage Indication method used
Q (cfs)
7.00
5.00
i
3.00
2.00
1.00
0.00
0 4
— Hyd No. 4
8
BMP 'B'
Hyd. No. 4 -- 10 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00
12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 2 Total storage used = 6,377 cuft

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 5
Post-Dev By -Pass to Analysis Point'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 6.987 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 16,036 cuft
Drainage area
= 1.560 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 9.00 min
Total precip.
= 4.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
i
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 5
Post-Dev By -Pass to Analysis Point 'A'
Hyd. No. 5 -- 10 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
33
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 6
Post-Dev By -Pass to Analysis Point'B'
Hydrograph type = SCS Runoff Peak discharge = 2.508 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 5,757 cuft
Drainage area = 0.560 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.00 min
Total precip. = 4.93 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
Post-Dev By -Pass to Analysis Point 'B'
Hyd. No. 6 -- 10 Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 2 4 6 8 10 12 14 16 18 20
— Hyd No. 6
0.00
22 24 26
Time (hrs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 7
Pre-Dev to Analysis Point'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 13.11 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 34,035 cuft
Drainage area
= 3.800 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.00 min
Total precip.
= 4.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre-Dev to Analysis Point 'A'
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 8
Pre-Dev to Analysis Point'B'
Hydrograph type =
SCS Runoff
Peak discharge
= 3.902 cfs
Storm frequency =
10 yrs
Time to peak
= 12.00 hrs
Time interval =
2 min
Hyd. volume
= 8,933 cuft
Drainage area =
1.240 ac
Curve number
= 70
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 7.00 min
Total precip. =
4.93 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 8
Pre-Dev to Analysis Point 'B'
Hyd. No. 8 -- 10 Year
6 8 10 12 14 16
Q (cfs)
4.00
3.00
2.00
1.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph
Report
36
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 9
Post Development A Combined
Hydrograph type
= Combine
Peak discharge
= 18.67 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 57,607 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 1.560 ac
Q (cfs)
21.00
18.00
15.00
12.00
. II
3.00
0.00
0 2 4
— Hyd No. 9
Post Development A Combined
Hyd. No. 9 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 5

Hydrograph
Report
37
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 10
Post Development B Combined
Hydrograph type
= Combine
Peak discharge
= 4.567 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 20,233 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.560 ac
Post Development B Combined
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 10 Hyd No. 4 Hyd No. 6

38
Hydrograph Summary Report draflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
28.47
2
718
68,859
------
------
------
Post-Dev to BMP'A'
2
SCS Runoff
10.44
2
718
24,695
------
------
------
Post-Dev to BMP'B'
3
Reservoir
22.36
2
722
68,356
1
486.49
17,437
BMP'A'
4
Reservoir
8.784
2
722
24,603
2
490.56
8,007
BMP'B'
5
SCS Runoff
11.97
2
718
27,946
------
------
------
Post-Dev By -Pass to Analysis Point'
6
SCS Runoff
4.295
2
718
10,032
------
------
------
Post-Dev By -Pass to Analysis Point'
7
SCS Runoff
23.95
2
720
62,296
------
------
------
Pre-Dev to Analysis Point 'A'
8
SCS Runoff
7.545
2
718
17,265
------
------
------
Pre-Dev to Analysis Point 'B'
9
Combine
32.47
2
720
96,302
3, 5,
------
------
Post Development A Combined
10
Combine
12.42
2
720
34,635
4, 6,
------
------
Post Development B Combined
14-121-hyd Wetpond.gpw
Return Period: 100 Year
Wednesday, 09 / 21 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 1
Post-Dev to BMP 'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 28.47 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 68,859 cuft
Drainage area
= 3.310 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 7.26 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.820 x 98) + (1.490 x 74)] / 3.310
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00
0.0 2.0 4.0
- Hyd No. 1
6.0 8.0
Post-Dev to BMP 'A'
Hyd. No. 1 -- 100 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 2
Post-Dev to BMP 'B'
Hydrograph type
= SCS Runoff
Peak discharge
= 10.44 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 24,695 cuft
Drainage area
= 1.290 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 7.26 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.240 x 98) + (1.050 x 80)] / 1.290
Q (cfs)
12.00
10.00
i
2.00
2 4
Hyd No. 2
6 8
Post-Dev to BMP 'B'
Hyd. No. 2 -- 100 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 3
BMP 'A'
Hydrograph type
= Reservoir
Peak discharge
= 22.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 68,356 cuft
Inflow hyd. No.
= 1 - Post-Dev to BMP'A'
Max. Elevation
= 486.49 ft
Reservoir name
= BMP 'A'
Max. Storage
= 17,437 cuft
Storage Indication method used
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00
0 2 4
— Hyd No. 3
BMP 'A'
Hyd. No. 3 -- 100 Year
6 8 10
Hyd No. 1
12
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
14 16 18 20 22 24 26
Time (hrs)
Total storage used = 17,437 cult

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 4
BMP 'B'
Hydrograph type
= Reservoir
Peak discharge
= 8.784 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 24,603 cuft
Inflow hyd. No.
= 2 - Post-Dev to BMP'B'
Max. Elevation
= 490.56 ft
Reservoir name
= BMP 'B'
Max. Storage
= 8,007 cuft
Storage Indication method used
BMP 'B'
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - -- - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 2 Total storage used = 8,007 cuft

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 5
Post-Dev By -Pass to Analysis Point'A'
Hydrograph type
= SCS Runoff
Peak discharge
= 11.97 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 27,946 cuft
Drainage area
= 1.560 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 9.00 min
Total precip.
= 7.26 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post-Dev By -Pass to Analysis Point 'A'
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 5 Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 6
Post-Dev By -Pass to Analysis Point'B'
Hydrograph type
= SCS Runoff
Peak discharge
= 4.295 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 10,032 cuft
Drainage area
= 0.560 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 7.26 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post-Dev By -Pass to Analysis Point 'B'
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
— Hyd No. 6 Time (hrs)

Hydrograph
Report
45
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Hyd. No. 7
Pre-Dev to Analysis Point'A'
Hydrograph type = SCS Runoff Peak discharge = 23.95 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 62,296 cuft
Drainage area = 3.800 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 7.26 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
Pre-Dev to
Hyd. No.
Analysis Point 'A'
7 -- 100 Year
Q (cfs)
24.00
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00
0 2 4 6 8 10 12
— Hyd No. 7
14 16 18 20
0.00
22 24 26
Time (hrs)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 8
Pre-Dev to Analysis Point'B'
Hydrograph type =
SCS Runoff
Peak discharge
= 7.545 cfs
Storm frequency =
100 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 17,265 cuft
Drainage area =
1.240 ac
Curve number
= 70
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 7.00 min
Total precip. =
7.26 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
8.00
i
2.00
0.00 1
0 2 4
— Hyd No. 8
Pre-Dev to Analysis Point 'B'
Hyd. No. 8 -- 100 Year
6 8 10 12 14 16
Q (cfs)
8.00
4.00
2.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph
Report
47
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 9
Post Development A Combined
Hydrograph type
= Combine
Peak discharge
= 32.47 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 96,302 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 1.560 ac
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4
— Hyd No. 9
Post Development A Combined
Hyd. No. 9 -- 100 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 5

Hydrograph
Report
48
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 09 / 21 / 2022
Hyd. No. 10
Post Development B Combined
Hydrograph type
= Combine
Peak discharge
= 12.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 34,635 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.560 ac
Post Development B Combined
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 L 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 10 Hyd No. 4 Hyd No. 6

49
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 09 / 21 / 2022
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
44.0806
13.2000
0.8773
--------
2
74.0559
13.3000
0.8788
--------
3
0.0000
0.0000
0.0000
--------
5
70.2293
12.5000
0.8172
--------
10
105.7041
16.8000
0.8710
--------
25
118.9252
17.6000
0.8582
--------
50
137.0265
18.6000
0.8630
--------
100
157.1769
19.6000
0.8692
--------
File name: Franklin Co..IDF
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
3.46
2.79
2.36
2.04
1.80
1.62
1.47
1.35
1.25
1.16
1.09
1.02
2
5.76
4.65
3.92
3.40
3.01
2.70
2.45
2.25
2.08
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.77
5.52
4.68
4.08
3.63
3.28
3.00
2.76
2.56
2.39
2.25
2.12
10
7.22
6.03
5.19
4.57
4.09
3.71
3.40
3.13
2.91
2.72
2.56
2.41
25
8.19
6.90
5.98
5.29
4.75
4.32
3.97
3.67
3.41
3.20
3.01
2.84
50
8.95
7.59
6.60
5.86
5.27
4.80
4.41
4.08
3.81
3.57
3.36
3.17
100
9.71
8.27
7.22
6.42
5.79
5.28
4.86
4.50
4.20
3.93
3.70
3.50
Tc = time in minutes. Values may exceed 60.
Precip. file name: Sample.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.83
3.42
0.00
4.27
4.93
6.41
6.80
7.26
SCS 6-Hr
2.00
2.39
0.00
2.95
3.44
4.06
4.57
5.09
Huff -1st
0.00
1.55
0.00
2.75
4.00
5.38
6.50
8.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
1.55
0.00
2.75
4.00
5.38
6.50
8.00
Custom
2.79
3.38
0.00
2.80
4.82
6.41
6.00
7.15

9/21/2022
.•• •%
'OJECT NAME
PROJECT NO
TIMMONS GROUP
CNG CBTC ACFT
149652
1
ECATION
tem, NC
BY
jJake Lewis
Drainage Area, (DA) =
3.31 ac
11 Pre=
7.22 in/hr
Impervious Area c= 0.95
1.82 ac
CcPre=
0.52
Pervious Area c= 0.30
1.49 ac
Q1 Pre=
12.41 cfs
Cc =
0.66
11 Post=
7.22 in/hr
CN=
Q1 Post=
15.71 cfs
Permanent Water Quality Pool
% Impervious =
55.1 %
Permanent Pool Design Depth =
3.00 ft
SA / DA Ratio =
1.94
(from Tbl. 1.1)
Required Surface Area =
2,797 sf
Permanent Pool Volume Req.=
8,391 cf
Temporary Water Quality Pool
Design Storm Rainfall
1.00 in
(Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) =
0.55 in/in
Required Volume (design rainfall)(Rv)(DA) =
6,548.05 cf
Surface Area Provided:
Permanent Pool Max. Depth =
6.00 ft
Area of Pond Bottom (Above PSS) =
1,225 sf
(EL= 479.5)
Area Bottom of Shelf=
3,715 sf
(EL= 484.0)
Area of Permanent Pool=
4,213 sf
(EL= 484.5)
Area Top of Shelf=
5,159 sf
(EL=485.0)
Perm. Pool Volume Provided=
13,460 cf
> 8,391 OK
Avg. Perm. Pool Depth Provided (Eq. 3)=
3.19 ft
> 3.00 OK
Surface Area at 1" Storage Volume=
6,889 sf
(EL= 1203.1)
1" Storage Volume Provided=
6,944 cf
> 6,548 OK
Temp. Storage Depth above Dewatering Hole =
1.10 ft
Diameter of Dewatering Hole =
1.25 in
Detention (Draw -Down) Time =
3.1 days
(2-5 days Required)
T days=(Temp. Storage Vol Req / (0.6 " A " (2"g"(h))11/2) " 86400
(where h = one third temp. storage depth measured to
centroid of orifice)
Max Drawdow Rate=
0.04 cfs
Permanent Pool Volume=
13,460 cf
> 8,391 OK
Forebay Volume Required =
2,019 cf
Forebay Volume Provided =
2,389 cf
17.8 %
OK
TahlP 1 1
SA / DA Ratios 85 % TSS efficiency
Permanent Pool Depth (ft)
Impervious
3.0
4.0
5.0
6.0
10
0.51
0.43
0.37
0.30
20
0.84
0.69
0.61
0.51
30
1.17
0.94
0.84
0.72
40
1.51
1.24
1.09
0.91
50
1.79
1.51
1.31
1.13
60
2.09
1.77
1.49
1.31
70
2.51
2.09
1.80
1.56
80
2.92
2.41
2.07
1.82
90
1 3.25
2.64
2.31
2.04
s'.\1319\0001\caIcs\PondSize-Wet Pond-piedmont-90 tss printed. 91211202210. 44 AM Page 1 of 2

Vega ••
..
Main Pool Permanent Pool Volume
Stage (ft) Elevation
Area (sf)
Storage (cf)
-6.00 478.00
822
Top of Sed. Stor. in Main Pond
-5.00 479.00
1,225
1,024
4.00 480.00
1,672
2,472
-3.00 481.00
2,156
4,386
-2.00 482.00
2,673
6,801
-1.00 483.00
3,216
9,745
-0.50 483.50
3,715
11,478
Inside of Shelf Elev.
0.00 484.00
4,213
13,460
Normal Pool Elev.
0.50 484.50
5,159
15,803
Outside of Shelf Elev.
Forebay Volume
Stage (ft) Elevation
Area (sf)
Storage (cf)
-6.00 478.00
21
0
Top of Sed. Stor. in Forebay
-5.00 479.00
99
60
-4.00 480.00
223
221
-3.00 481.00
357
511
-2.00 482.00
522
951
-1.00 483.00
713
1,568
0.00 484.00
929
2,389
Normal Pool Elev.
Total Pond Stage / Storage Detail
0.00 484.0
5,523
0
Normal Pool Elev.
0.50 484.5
6,358
2970.25
1.00 485
6,797
6259
1.10 485.10
6,889
-
2.00 486
7717
10117.5
Water Quality Elevation
3.00 487
8694
18323
s:\1319\0001\ca1cs\PondSize-Wet Pond-piedmont-90 tss printed: 9/21/2022 10:44 AM Page 2 of 2

SUPPLEMENT-EZ COVER PAGE
LOAD SUPPLEMENT FORMS
PROJECT INFORMATION
1 Project Name ACFT
2
Project Area ac
16.21
3
Coastal Wetland Area ac
0
4
Surface Water Area ac
0.19
5
Is this proiect Hi h or Low Density?
High
6
Does this project use an off -site SCM?
No
COMP[JANCEVATH 02H AD0.3(4)
7
Width of vegetated setbacks provided feet
N/A
8
Will the vegetated setback remain ve etated?
Yes
9
Is BUA other that as listed in .1 0034 c-d out of the setback?
Yes
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs;
11
Infiltration System
0
12
Sioretention Cell
0
13
Wet Pond
2
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level.S reader-FRerStri LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
§21jilter
0
26
Filterra
0
LOAD SUPPLEMENT FORMS
DESIGNER CERTIFICATION
27
Name and Title:
Frank Sfinsk P.E Senior Project Mana er
28
Organization:
Timmons Group
29
Street address: _
City, State Zip:
Phone numbers :
Email:
5410 Trinity Road, Suite 102
30
Raleigh, NC, 27607
31
919 866-4505
32
[e-mail]
Certification Stafement
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and
that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent
with the information provided here.
�`•�Z'� �CARIssa''•�
(f ,ram
_ :9L SEAL ter:
033612
Glox
Signature of Designer
Date
q / -2—) I Zo 2 -t-

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
2
3
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
4
T pe of SCM
Wet Pond A
Wet Pond B
5
Total BUA in project (sq ft
110984 sf
79306 sf
10348 sf
6
New BUA on subdivided lots (subject to
ermitting) (sq ft
sf
sf
sf
7
New BUA outside of subdivided lots (subject to
permitting) (sf)
89628 sf
71755 sf
10348 sf
8
Offsite - total area (sq ft)
9
Offsite BUA (sq ft
10
Breakdown of new BUA outside subdivided lots:
- Parking (sq ft
6913 sf
6735 sf
- Sidewalk (sq ft
19717 sf
13584 sf
6133 sf
- Roof (sq ft
51436 sf
51436 sf
- Roadway s ft
11562 sf
sf
4215 sf
- Future (sq ft
- Other, please specify in the comment box
below (sq ft)
sf
11
New infiltrating permeable pavement on
subdivided lots (sq ft
sf
sf
12
New infiltrating permeable pavement outside of
subdivided lots (sq ft
sf
sf
13
Exisitng BUA that will remain no subject to
ermitting) (sq ft
21356 sf
7551 sf
14
Existing BUA that is already ermitted (sq ft
sf
sf
15
Existing BUA that will be removed (sq ft
sf
sf
16
Percent BUA
55%
18%
17
Design storm inches
1 in
1 in
18
Design volume of SCM cu ft
6548 cf
1010 cf
19
Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL INFORMATION
20
Please use this space to provide any additional information about the
drainage area(s):
Wet pond B will not have an increase in impervious area or total drainage
I'
Wet pond B will not be modified as part of this project.

WET POND
1 Drainage area number 1 (Pond A)
2 Design volume of SCM (cu ft) 6550 cf
C.FNFRAI Mnr FROM n7H .1 n5n
31
Is the SCM sized to treat the SW from all surfaces at build -out?
Is the SCM located away from contaminated soils?
Yes
4
Yes
3:1
5
What are the side slopes of the SCM (H:V)?
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
9
What is the method for dewatering the SCM for maintenance?
Drawdown Orifice
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC (9)?
No
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
16
Does the SCM follow the device specific MDC?
Yes
17
Was the SCM designed by an NC licensed professional?
Yes
IWFT PANG MOG FRAM n9H 1nF3
181
Method used I
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
477.00
21
Elevation of the main pool bottom -(top of sediment removal) (fmsl)
478.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
483.50
23
Elevation of the permanent pool (fmsl)
484.00
24
Elevation of the top of the vegetated shelf (fmsl)
484.50
25
Elevation of the temporary pool (fmsl)
485.10
26
Surface area of the main permanent pool (square feet)
4213.00
27
Volume of the main permanent pool (cubic feet)
13460 cf
28
Average depth of the main pool (feet)
3.19 ft
29
Average depth equation used
Equation 2
301
If using equation 3, main pool perimeter (feet)
N/A
31
If using equation 3, width of submerged veg. shelf (feet)
N/A
32
Volume of the forebay (cubic feet)
2389 cf
33
Is this 15-20% of the volume in the main pool?
Yes
34
Clean -out depth for forebay (inches)
72 in
35
Design volume of SCM (cu ft)
6550 cf
36
Is the outlet an orifice or a weir'?
Orifice
371
If orifice, orifice diameter (inches)
1.3 in
38
If weir, weir height (inches)
N/A
39
If weir, weir length (inches)
N/A
40
Drawdown time for the temporary pool (days)
3.1
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
42
Are berms or baffles provided to improve the flow path?
Yes
431
Depth of forebay at entrance (inches)
72 in
44
Depth of forebay at exit (inches)
60 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
46
Width of the vegetated shelf (feet)
6 ft
47
Slope of vegetated shelf (H:V)
6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool?
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.)
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
53
Species of turf that will be used on the dam and embankment
Bermuda
Has a planting plan been provided or the vegetate shelf.?
Yes
ADDITIONAL
INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
The property is a 5,000 acre, state-owned parcel. It is exempt from
recording drainage easements. Wet pond B will not have an increase in
impervious area or total drainage area. Wet pond B will not be modified as
part of this project.
Wet Pond 3 12:30 PM 9/13/2022

Project Information
Project Name:
NCNG CBTC ACFT
Submission Date:
09/21/2022
Project Area (ft):
714,000 ft2
Disturbed Area (ft):
198,158 ft2
Development Land Use Type:
Institutional
Development Activity Type:
Development - New
Designated Downtown Area?
no
Project Location/Address:
539 Roberts Chapel Road
County:
Granville
Local Jurisdiction:
State/Federal
Project Latitude Coordinates:
36.178278 N
Project Longitude Coordinates:
-78.799533 W
Precipitation Station:
Durham
Physiographic Region:
Piedmont
Nutrient Management Watershed:
Falls Lake
Subwatershed:
Falls - Upper
Phosphorus Delivery Zone:
Falls - Upper
Nitrogen Delivery Zone:
Falls - Upper
Project Designer and Contact Phone
Number / Email:
Jacob Lewis 919-532-3236
Part of Common Development Plan?
no
Project Owner Type:
State non-NCDOT
Project Description:
Asphalt, concrete, artificial turf fitness area

R = 0.05 + (0.009 *1)
where I = percent impervious (%)
Average Annual Pollutant Load, L
L= (Pj *RR *(P/12))*(C*A*2.72)
where C = event mean concentration (mg/L)
i
A = 16.3912
P = 47.81
V = 196931
1 = 3%
Rv = 0.08
Pj = 0.9
CTN = 1.16
CTP = 0.10
LTN = 14.25
LTP = 1.24
ac
in.
ft3
mg/L
mg/L
Ib/yr
Ib/yr
Project Area Land Cover Characteristics
PROJECT AREA LAND COVERS
Roof
Roadway
TN TP I Pre- ! Post -
EMC EMC Project Project
(rrI (mg/L) Area (ft) Area (ft)
1.18
0.11
51,436
1.64
0.34
Parking/Driveway/Sidewalk
1.42
0.18
21,356
59,548
Protected Forest
0.97
0.03
676,171
485,983
Other Pervious/Landscaping
2.48
1.07
16,473
108,946
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
1.18
0.11
8,087
LAND COVER AREA CHECK
Net Change of Land Covers (ft):
190,188
Total Project Area Entered (ft):
714,000
Total Pre -Project Calculated Area (ft):
714,000
Total Post -Project Calculated Area (ft):
714,000
Equations Used and Project Area Calculations
SIMPLE METHOD Stormwater Runoff Volume Generated, V
Runoff Coefficient R v V = Pi * Rv * (P/12) * A
where A = drainage area (ft)
Pj = fraction of rain events with runoff
P = average annual rainfall depth (in)
Project:
A = 16.3912
P = 47.81
V = 513724
1 = 17%
Rv = 0.20
Pj = 0.9
CTN = 1.29
CTP = 0.16
LTN = 41.34
LTP = 5.15
ac
in.
ft3
mg/L
mg/L
Ib/yr
Ib/yr

3. SCM Characteristics
SCM Characteristics
Catchment ID
SCM ID
Type of SCM
Predominant hydrologic soil
group at SCM location
SCM Description
Design Storm Size (inches/24hrs)
Percent of Full Size
Hydrologic Value - Percent
Annual Effluent
Hydrologic Value - Percent
Annual Overflow
Hydrologic Value - Percent
Annual ET/Infiltrated
SCM Effluent TP EMC (mg/L)
SCM Effluent TN EMC (mg/L)
SCM Land Cover TP EMC (mg/L)
SCM Land Cover TN EMC (mg/L)
Drains to SCM ID
1 1 1
101 102 103
Wet Pond per MDC
C
1.00
100
72%
16%
13%
0.15
1.22
0.11
1.18
0

Catchment Routing
(Source Catchment)
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
3. SCM Characteristics
Catchments Draining to Catchments Draining to
SCM 101 SCM 102
Catchments Draining to
SCM 103
SCM ID: 101 102 103
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 101 (ft2) SCM 102 (ft2) SCM 103 (ft2)
Roof 51,436
Roadway
Parking/Driveway/Sidewalk
27,870
Protected Forest
Other Pervious/Landscaping
60,505
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
4,213
TOTAL AREA DRAINING TO SCM
(ft):
144,024
CATCHMENT AREA (ft):144,024
0
0

3. SCM Characteristics
SCM Characteristics
Catchment ID
SCM ID
Type of SCM
Predominant hydrologic soil
group at SCM location
SCM Description
Design Storm Size (inches/24hrs)
Percent of Full Size
Hydrologic Value - Percent
Annual Effluent
Hydrologic Value - Percent
Annual Overflow
Hydrologic Value - Percent
Annual ET/Infiltrated
SCM Effluent TP EMC (mg/L)
SCM Effluent TN EMC (mg/L)
SCM Land Cover TP EMC (mg/L)
SCM Land Cover TN EMC (mg/L)
Drains to SCM ID
2 2 2
201 202 203
Wet Pond per MDC
C
1.00
100
72%
16%
13%
0.15
1.22
0.11
1.18
0

3. SCM Characteristics
Catchment Routing
(Source Catchment)
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
Catchments Draining to
SCM 201
Catchments Draining to
SCM 202
Catchments Draining to
SCM 203
J
SCM ID: 201 202 203
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 201 (ft2) I SCM 202 (ft2) SCM 203 (ft2)
Roof
Roadway
Parking/Driveway/Sidewalk
10,348
Protected Forest
Other Pervious/Landscaping
42,096
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM
(ft):
CATCHMENT AREA (ft):
3,874
56,318
56,318
0

3. SCM Characteristics
SCM Characteristics
Catchment ID
SCM ID
Type of SCM
Predominant hydrologic soil
group at SCM location
SCM Description
Design Storm Size (inches/24hrs)
Percent of Full Size
Hydrologic Value - Percent
Annual Effluent
Hydrologic Value - Percent
Annual Overflow
Hydrologic Value - Percent
Annual ET/Infiltrated
SCM Effluent TP EMC (mg/L)
SCM Effluent TN EMC (mg/L)
SCM Land Cover TP EMC (mg/L)
SCM Land Cover TN EMC (mg/L)
Drains to SCM ID

3. SCM Characteristics
Catchment Routing
(Source Catchment)
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
SCM ID:
SCM Drainage Area Land Covers
Roof
Roadway
Parking/Driveway/Sidewalk
Protected Forest
Other Pervious/Landscaping
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM
(ft):
CATCHMENT AREA (ft):
Total Land Use Area
Treated By All SCMs (ftZ)
51,436
0
Allowable Total Land Use
Area to be Treated Based
Z
on Post -Project Areas ft
51,436
Post -Project Untreated
Land Area (ftZ)
_
0
0
0
38,218
59,548
21,330
0
485,983
485,983
102,601
108,946
6,345
0
0
0
0
0
0
0
8,087
0
0
0
8,087
200,342
714,000
513,658

Project Summary
Project Name:
NCNG CBTC ACFT
714,000 ft
198,158 ft2
16.3912 acres Submission Date:
4.5491 acres September 21, 2022
Project Area (ft):
Disturbed Area (ft):
County:
Granville
Local Jurisdiction:
State/Federal
Development Land Use Type:
Institutional
Owner Type:
State non-NCDOT
Development Activity Type:
Development -
New
Designated Downtown Area?
no
Nutrient Management Watershed:
Falls Lake
Subwatershed:
Falls - Upper
Phosphorus Delivery Zone:
Falls - Upper
Nitrogen Delivery Zone:
Falls - Upper
Phosphorus Delivery Factor (%):
100%
Nitrogen Delivery Factor (%):
100%
Phosphorus Loading Rate Target (Ib/ac/yr):
0.33
Nitrogen Loading Rate Target (Ib/ac/yr):
2.20
Phosphorus Load Target at Site (lb/yr):
5.41
Nitrogen Load Target at Site (lb/yr):
36.06
Phosphorus Load Leaving Site w/SCMs (lb/yr):
4.06
Nitrogen Load Leaving Site w/SCMs (lb/yr):
35.71
P Offsite Buy -Down Threshold Loading Rate (lb/ac/yr):
1.16
N Offsite Buy -Down Threshold Loading Rate
8.51
Total P Load Reduction Needed (lb/yr):
-0.26
Total N Load Reduction Needed (lb/yr):
5.27
P Load Treatment Balance at Site (lb/yr):
-1.35
N Load Treatment Balance at Site (lb/yr):
-0.35
P Load Treatment Balance at Lake (lb/yr):
-1.35
N Load Treatment Balance at Lake (lb/yr):
-0.35
Nutrient Export Summary
Percent Impervious (for runoff calculation) (%)
Pre -Project
Whole Site
Conditions
Post -Project
Whole Site
without SCMs
Post -Project Post -Project
Whole Site with SCM-Treated
SCMs Area
Post -Project
Untreated Area
3.0%
16.7%
16.7%
48.8%
4.2%
Percent Built -Upon Area (BUA) (%)
3.0%
15.5%
15.5%
44.8%
4.2%
Annual Runoff Volume ft3/ r
196,931
513,724
469,050
308,121
160,928
Annual Runoff % Change (relative to pre-D)
0%
161%
138%
Total Nitrogen EMC (mg/L)
1.16
1.29
1.22
1.25
1.18
Total Nitrogen Load Leaving Site (lb/yr)
14.25
41.34
35.71
23.82
11.89
Total Nitrogen Loading Rate (Ib/ac/yr)
0.87
2.52
2.18
5.18
1.01
Total Nitrogen % Change (relative to pre-D)
0%
190%
151%
Total Phosphorus EMC (mg/L)
0.10
0.16
0.14
0.16
0.11
Total Phosphorus Load Leaving Site (lb/yr)
1.24
5.15
4.06
3.00
1.06
Total Phosphorus Loading Rate (Ib/ac/yr)
0.08
1 0.31
1 0.25
0.65
0.09
Total Phosphorus % Change (relative to pre-D)
0%
1 315%
1 227%

SCM/Catchment Summary
SCM ID and Type Volume
Reduction (%)
TN Out (mg/L) TIP Out (mg/L) TN Out I TP Out
(Ibs/ac/yr) (Ibs/ac/yr)
1.24 0.15 6.02 0.75
TN Reduction TIP Reduction
N N
Catchment 1
12.66%
17.49%
20.37%
101: Wet Pond per MDC
12.66%
1.24
0.15
6.02
0.75
17.49%
20.37%
102: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
103: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 2
12.66%
1.27
0.17
3.03
0.41
26.30%
46.27%
201: Wet Pond per MDC
12.66%
1.27
0.17
3.03
0.41
26.30%
46.27%
202: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
203: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 3
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
301: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
302: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
303: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 4
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
401: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
402: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
403: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 5
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
501: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
502: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
503: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 6
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
601: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
602: NA 0.00%
603: NA 0.00%
0.00
0.00 0.00
0.00 0.00
0.00
0.00%
0.00%
0.00%
0.00%
0.00
0.00
SCM rows in red have a data entry error for the SCM that makes an error in the calculation.