20230803 Ver 1_More Info Received_20231013 (4)

Baker, Caroline D
From: Homewood, Sue
Sent: Monday, October 16, 2023 1:06 PM
To: Baker, Caroline D
Subject: FW: [External] RE: Request for Additional Information for Jacobs Creek Residential
Development - Rockingham County - DWR#20230803
Attachments: Jacobs Creek SWP response letter.pdf; Jacobs Creek -Storm water management plan rev
10 12_REDUCED.pdf
Here's what I tried to upload today to 20230803. Can you figure out what is missing, or just replace the entire thing?
Thanks,
Sue Homewood (she/her/hers)
401 & Buffer Permitting Branch
Division of Water Resources
[e-mail] please note my new email address
336 813 1863 mobile
919-707-3679 office
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jim Mason <[e-mail]>
Sent: Friday, October 13, 2023 3:50 PM
To: Mcdaniel, Chonticha<[e-mail]>; Homewood, Sue <[e-mail]>
Subject: RE: [External] RE: Request for Additional Information for Jacobs Creek Residential Development - Rockingham
County - DWR#20230803
CAUTION: External email. Do not click links or open attachments unless verified. Report suspicious emails with the Report Message
button located on your Outlook menu bar on the Home tab.
Chonticha —
Attached are the updated SMP and response letter for the subject project. Please let me know if you have any questions
or require any additional information.
Thanks and have a great weekend,
M11
From: Mcdaniel, Chonticha <[e-mail]>
Sent: Monday, October 2, 2023 10:49 AM
To: Jim Mason <lames. mason @threeoaksengineerinR.com>; Homewood, Sue <[e-mail]>
Subject: RE: [External] RE: Request for Additional Information for Jacobs Creek Residential Development - Rockingham
County - DWR#20230803
Hi Jim,

Here are my additional comments on the revised SMP for Phase I:
1. The Supplemental EZ form is missing an engineer's seal, signature, and date.
2. Supp EZ form, item # 18; The percent BUA should reflect the number that is used in the design calculation.
3. Supp EZ form, item # 49; The answer to this question needs to be reviewed/revised.
4. The orifice sizing for pond 2 need to fall between 2 - 5 day drawdown. Please review and revise as needed.
5. Please provide calculations of forebay volume vs. main -pool volume that meet the 15-20% requirement. Also,
amend this information on the Supp EZ form and drawings as needed.
6. Orifice size in the calculations and on the drawings should be the same. Please review and make sure that these
numbers are consistent on all documents.
7. Plan Sheet EC-4; Pond's top view still being identified as a dry pond. Please amend as needed.
8. We are still missing the signed/notarized O&M agreement to cover both wet ponds.
Please feel free to let me know if you have any questions. Thank you!
Chonticha McDaniel (she/her/hers)
401 Stormwater Engineer, Division of Water Resources
North Carolina Department of Environmental Quality
Office: [phone]
[e-mail]
D_ E_
�
NORTH CAROLINA7.AM Q
C1110)
Department of Environmental Quality
Email correspondence to and from this address is subject to the North
Carolina Public Records Law and may be disclosed to third parties.
From: Jim Mason <[e-mail]>
Sent: Friday, September 29, 2023 11:48 AM
To: Homewood, Sue <[e-mail]>; Mcdaniel, Chonticha <[e-mail]>
Subject: Re: [External] RE: Request for Additional Information for Jacobs Creek Residential Development - Rockingham
County - DWR#20230803
CAUTION: External email. Do not click links or open attachments unless verified. Report suspicious emails with the Report Message
button located on your Outlook menu bar on the Home tab.
Sue - sorry for missing your call earlier. Thank you very much for the update on the permit application and the desire to
have the phase 1 stormwater completed and approved before issuing. I will let summit know, and we will work towards
getting what is required for the project. Thanks to both of you and have a great weekend, Jim
James Mason
Three Oaks Engineering, Inc.
[phone]
From: Homewood, Sue <[e-mail]>
Sent: Friday, September 29, 2023 11:13:15 AM
To: Mcdaniel, Chonticha <[e-mail]>

Cc: Jim Mason dames.mason@threeoaksengi nee ring.com>
Subject: FW: [External] RE: Request for Additional Information for Jacobs Creek Residential Development - Rockingham
County - DWR#20230803
Chonticha,
Will you please forward your comments on this to Jim Mason at Three Oaks so that he can pass them onto the
engineers.
Jim, it may be easiest if the engineers contact Chonticha directly to talk through the last items she needs to finalize the
Phase 1 SMP.
Thanks,
Sue Homewood (she/her/hers)
401 & Buffer Permitting Branch
Division of Water Resources
[e-mail] please note my new email address
336 813 1863 mobile
919-707-3679 office
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jim Mason <[e-mail]>
Sent: Wednesday, September 27, 2023 4:59 PM
To: Homewood, Sue <[e-mail]>
Subject: RE: [External] RE: Request for Additional Information for Jacobs Creek Residential Development - Rockingham
County - DWR#20230803
CAUTION: External email. Do not click links or open attachments unless verified. Report suspicious emails with the Report Message
button located on your Outlook menu bar on the Home tab.
Sue -
Attached is a revised version of the SMP with the information you requested. The document shows the overall concept
for the development, with specific design for Phase 1. The ponds in phase 1 have been designed as wetponds to meet
water quality standards for 1" storm runoff. The outfalls of the ponds are designed to have non -erosive flows at a 10
year storm event. The pre / post for the 1 year storm have been met for both ponds. The EZ supplement tool and
design calculations for the wetponds are part of the document.
For item 4, we have a proposal in place to have a soil scientist measure the SHWT. We hope to have them under
contract soon so that we can provide you with that information.
Thanks,
Jim
From: Homewood, Sue <[e-mail]>
Sent: Monday, September 25, 2023 8:30 AM

To: Jim Mason <lames. mason @threeoaksengineerinR.com>
Subject: RE: [External] RE: Request for Additional Information for Jacobs Creek Residential Development - Rockingham
County - DWR#20230803
Jim,
In accordance with 15A NCAC 02H .0506(b), a 401 certification may only be issued when certain criteria has been met:
listed as items (1) — (6). (2) and (3) state that the project may not cause or contribute to a violation of water quality
standards or result in secondary or cumulative impacts that would cause or contribute to .... This has been a criteria of the
401 review process for the last 15 years.
As you know, high density developments contribute to stream degradation and pollution and that's why we have federal
and state stormwater programs.
As indicated in my addinfo request (attached), in order to document there will not be downstream degradation, the
applicant may provide either a complete stormwater management plan that meets the post construction stormwater
design standards for water quality treatment, OR calculations and documentation that otherwise shows the project will
not cause downstream degradation.
As I am extremely limited on time with this project, if they prefer to opt for the latter documentation, I will need to deny
the application as incomplete, and you can reapply with the stormwater calculations and documentation which we will
review in depth.
Thanks,
Sue Homewood (she/her/hers)
401 & Buffer Permitting Branch
Division of Water Resources
[e-mail] please note my new email address
336 813 1863 mobile
919-707-3679 office
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jim Mason <[e-mail]>
Sent: Sunday, September 24, 2023 9:22 PM
To: Homewood, Sue <[e-mail]>
Subject: RE: [External] RE: Request for Additional Information for Jacobs Creek Residential Development - Rockingham
County - DWR#20230803
CAUTION: External email. Do not click links or open attachments unless verified. Report suspicious emails with the Report Message
button located on your Outlook menu bar on the Home tab.
Sue -
I wanted to let you know that Summit is working on your requests. They did have one question:
Why would an official SCM pond be required to be built when these ponds are only being used to meet pre /
post flows?

Please let me know if you require any additional details regarding this question.
Thanks,
Jim
From: Homewood, Sue <[e-mail]>
Sent: Friday, September 22, 2023 3:13 PM
To: Jim Mason <lames. mason @threeoaksengineering.com>
Subject: FW: [External] RE: Request for Additional Information for Jacobs Creek Residential Development - Rockingham
County - DWR#20230803
Jim,
In order to complete our stormwater review we require the following information:
1. Application form SWU-101 (application fee and last two signature pages are not required). In particular, we need
more information on the BUA within each drainage area (DA-1 and DA-2).
2. Supplement EZ form for each pond
3. O&M agreement to cover both ponds
4. Information on SHWT Elevation to ensure that the pond bottom is at least 6 inches higher than the SHWT where
the ponds will be located.
DWR understands that #3 and #4 may take some time for field investigation. Is it possible for you to provide items 1-3
by COB Wed 9/27 so that we can finish the technical review?
Thanks,
Sue Homewood (she/her/hers)
401 & Buffer Permitting Branch
Division of Water Resources
[e-mail] please note my new email address
336 813 1863 mobile
919-707-3679 office
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
Email correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties by an authorized
state official.

Chonticha Mcdaniel
401 Stormwater Engineer
NCDEQ Division of Water Resources
October 13, 2023
RE: Jacobs Creek Residential Development - Rockingham County - DWR#20230803 comments 10/2/23
Here's our responses to the revised SMP for Phase I:
1. The Supplemental EZ form is missing an engineer's seal, signature, and date. RESPONSE: This has been sealed.
2. Supp EZ form, item # 18; The percent BUA should reflect the number that is used in the design calculation.
RESPONSE: form has been updated.
3.
4. Supp EZ form, item # 49; The answer to this question needs to be reviewed/revised. RESPONSE: changed to
yes.
5. The orifice sizing for pond 2 need to fall between 2 - 5 day drawdown. Please review and revise as needed.
RESPONSE: orifice calculations have been updated.
6. Please provide calculations of forebay volume vs. main -pool volume that meet the 15-20% requirement. Also,
amend this information on the Supp EZ form and drawings as needed. RESPONSE: Added calculation in the
design calc package.
7. Orifice size in the calculations and on the drawings should be the same. Please review and make sure that these
numbers are consistent on all documents. RESPONSE: updated the size in calculations and drawings.
8. Plan Sheet EC-4; Pond's top view still being identified as a dry pond. Please amend as needed. RESPONSE:
updated text.
9. We are still missing the signed/notarized O&M agreement to cover both wet ponds. RESPONSE: added O&M
agreement in calc package at the end.
This completes our responses at this time. Let us know if you have any questions.
Sincerely,
Dom Sever
Donald A. Sever, PE
Senior Project Manager
Raleigh Dice
3301 Benson Drive, Suite 400, Raleigh, NC 27609 919.322.0115 // www.summitde.com

13 SUMMIT
DESIGN AND ENGINEERING SERVICES
Storm Water Management Plan
Jacobs Creek Subdivision
21-0208.010
Stokesdale, NC
(Rockingham County)
FIRST ISSUED: September 27, 2023
Revised October 12, 2023
OWNER/APPLICANT:
Mr. Josh Spiegel
LGI HOMES- NC, LLC
5511 Capital Center Dr Suite 560
Raleigh, NC 27606
P(980)722-0391
[e-mail]
Headquarters Office
320 Executive Court, Hillsborough, NC 27278
o�oFESS/Q env
SEAL �J
24627 _
2 °°
ENGINEER/CONSULTANT:
Don Sever, PE
Summit Design & Engineering Services
320 Executive Court
Hillsborough, NC 27278
P [phone] / F [phone]
[e-mail]
919-732.3883 // www.summitde.com

Table of Contents
1. Cover Sheet
2. Table of Contents
3. Project Narrative

Narrative and Calculations
PROJECT NAME: Jacobs Creek Subdivision
PROJECT NUMBER: 21-0208
PROJECT LOCATION: Stokesdale, NC (Rockingham County)
TOTAL AREA: 427.64 Acres
ZONING: RM
STORMWATER REG. BASIN: None
RIVER BASIN: Roanoke
WATERSHED PROTECTION AREA: None
PROJECT NARRATIVE:
Introduction:
The subdivision is in the Rockingham County's jurisdiction. No stormwater impact analysis is required in this
watershed. During the 401 Permit review, a Stormwater Management Plan was requested for the
development. An exhibit EX-1 shows the overall stormwater management plan. The following description
explains the drainage basin on a global scale. The drainage basin delineation was created for StreamStats, and
superimposed on the USGS Ellisboro NC quadrangle map. To get a better understanding of the drainage areas
within the property, we have included the StreamStats report that lists these areas.
Overall the property is divided into two different watersheds by US 220. On the east side of US 220, the
drainage basin is mostly flowing into Jacobs Creek. Jacobs Creek is a FEMA regulated stream within the
property boundary. Jacobs Creek flows south to north, with the drainage boundary at NC Highway 65.
On the east side of Griffin Road, the runoff flows to an unnamed branch of Jacobs Creek. A drainage area of
roughly 60 acres is at this location.
For the west side of US 220, the drainage basin is the beginning of Hogans Creek. Like Jacobs Creek, the
watershed flows from south to north.
The property is designed to have townhomes, single family homes, and commercial sections. Our present
design is for the phase 1 which is east of Griffin Road. The concept that is used for phase 1 will be followed in
the remaining phases. Our plans have only conceptual layout. For stream permitting purposes, we identified
where stream crossings are anticipated and developed impacts based on our conceptual design. The crossings
have been given enough flexibility to be constructed within the proposed footprint. We anticipate that the
impacts shown would be worst case scenarios.
It is anticipated that all ponds in Phase 1 will be wetponds. The basins will be located outside of any stream
buffer or wetland area. The intent is to locate the detention basins where sediment basins are needed. The
sediment basin would then be converted to a wetpond when completed.

The flow from the pond will be designed for the pre / post to meet a 1 year design storm. The pipe outlets will
have riprap dissipator pads to handle the 10 year design storm flow to a non -erosive velocity. Typical outlet
velocity for the ponds are around 6 feet per second.
The overall exhibit shows conceptually where storm water ponds will be located throughout the site. Typically
a pond will be located on both sides of the stream channel. The ponds are located behind lots where possible.
During final design, one or two lots might be lost for a storm pond. No further environmental impacts are
anticipated with the construction of the ponds than we have already identified with the impact maps.
For phase 1, we have included the hydraflow design for the two detention ponds. DA-1 has a 1 year flow of
PRE 50.02 cfs / Post 17.18 cfs after routing through the pond. DA-2 has a 1 year flow of PRE 15.8 cfs / POST
5.84 cfs. These basins meet the criteria of meeting the pre / post development flows for the 1 year storm
event.

V f.J1r1C1LIV11 ac IVIC1111LGIld11L:C MIJ11C111WIL
Project Name: Jacobs Creek Phase 1
Project Location:IStokesdale, Robinson Coun
Cover Page
aintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
iy deficient SCM elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
fect the integrity of structures, safety of the public, and the pollutant removal efficiency of the SCM(s).
ie SCM(s) on this project include (check all that apply & co
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Bioretention Cell
Quantity:
Wet Pond
Quantity:
Stormwater Wetland
Quantity:
Permeable Pavement
Quantity:
Sand Filter
Quantity:
Rainwater Harvesting
Quantity:
Green Roof
Quantity:
Level Spreader - Filter Strip
Quantity:
Proprietary System
Quantity:
Treatment Swale
Quantity:
Dry Pond
Quantity:
Disconnected Impervious Surface
Present:
User Defined SCM
Present:
Low Density
Present:
onding O&M sheets will
Location(s):
Location(s):
Location(s):
2 Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
No Location(s):
No Location(s):
No Type:
14cknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
;ich SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to
�%,e system or responsible party.
Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Signature: -�'Z-t
Josh Spiegel
Vice President Land Development, LGI Homes NC, LLC
5511 Capital Center Dr Suite 560
Raleigh, NC 27606
980 772-0391
iosh.sWeael0laihomes.com
Date: /a, /Z "?d ?-3
�� �V•l`' tE(jdq nt(a_ , a Notary Public for the State of �� QT1� i�tR.OI,�IUPt
� aunty of��(,F- , do hereby certify that
;grsonally appeared before me this day of 0EFeg. and
"nowledge the due execution of the Operations an�dy Maintenance Agreement.
Jitness my hand and official seal, 0
'�y J g
�pT-4
A J B`�G U r
xxxaN
=al My commission expires - �102,(P
ORM-EZ 10/12/2(
I. S

Wet Pond Maintenance Requirements
Important operation and maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and
- perimeter of the basin should be watered twice weekly if needed, until the plants become
established (commonly six weeks).
_ No portion of the wet pond should be fertilized after the initial fertilization that is required to establish
the plants on the vegetated shelf.
_ Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wet
pond.
_ If the pond must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain will be minimized as much as possible.
_ At least once annually, a dam safety expert will inspect the embankment. Any problems that are
found will be repaired immediately.
_ The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
After the wet pond is established, it will be inspected quarterly and within 24 hours after every storm event greater
than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a
known set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
SCM element:
Potential problem:
How to remediate the problem:
The entire wet pond
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, plant ground
pond
erosive gullies have
cover and water until it is established. Provide lime and a one -
formed.
time fertilizer application.
The inlet pipe is clogged
(if applicable).
Unclog the pipe. Dispose of the sediment off -site.
The inlet pipe is cracked
The inlet device
or otherwise damaged (if
Repair or replace the pipe.
applicable).
Erosion is occurring in the
Regrade the swale if necessary and provide erosion control
swale (if applicable).
devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Sediment has
accumulated to a depth
Search for the source of the sediment and remedy the problem
greater than the original
if possible. Remove the sediment and dispose of it in a
design depth for sediment
location where it will not cause impacts to streams or the SCM.
storage.
The forebay
Erosion has occurred.
Provide additional erosion protection such as reinforced turf
matting or riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.

Wet Pond Maintenance Requirements (Continued)
SCM element:
Potential problem:
How to remediate the problem:
Sediment has
accumulated to a depth
Search for the source of the sediment and remedy the problem
greater than the original
if possible. Remove the sediment and dispose of it in a
design sediment storage
location where it will not cause impacts to streams or the SCM.
depth.
Algal growth covers over
Consult a professional to remove and control the algal growth.
The main treatment area
50 /o of the area.
Cattails, phragmites or
Remove the plants by wiping them with pesticide (do not
other invasive plants cover
spray).
50% of the basin surface.
Best professional
practices show that
pruning is needed to
Prune according to best professional practices.
maintain optimal plant
health.
The vegetated shelf
Determine the source of the problem: soils, hydrology,
Plants are dead, diseased
disease, etc. Remedy the problem and replace plants. Provide
or dying.
a one-time fertilizer application to establish the ground cover if
a soil test indicates it is necessary.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.
Shrubs have started to
Remove shrubs immediately.
grow on the embankment.
Evidence of muskrat or
Consult a professional to remove muskrats or beavers and
beaver activity is present.
repair any holes or erosion.
The embankment
A tree has started to grow
Consult a dam safety specialist to remove the tree.
on the embankment.
An annual inspection by
an appropriate
professional shows that
Make all needed repairs immediately.
the embankment needs
repair.
Clogging has occurred.
gg g
Clean out the outlet device and dispose of any sediment in a
location where it will not cause impacts to streams or the SCM.
The outlet device
The outlet device is
Repair or replace the outlet device.
damaged.
Weeds or volunteer trees
Remove the weeds or trees.
are growing on the mat.
Floating wetland island
(if applicable)
The anchor cable is
damaged, disconnected or
Restore the anchor cable to its design state.
missing.

Wet Pond Maintenance Reauirements (Continued)
SCM element:
Potential problem:
How to remediate the problem:
Erosion or other signs of
damage have occurred at
Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water
Discharges from the wet
pond are causing erosion
or sedimentation in the
Contact the local NCDEQ Regional Office.
receiving water.

Wet Detention Pond Design Summary
SCM A
Pretreatment other No
than forebay?
Has Veg. Filter? No
SCM B
Pretreatment other No
than forebay?
Has Veg. Filter?
FOREBAY
Permanent Pool El.
802.5
Temporary Pool El:
805.29
Clean Out Depth:
3
Sediment Removal E
799.5
Bottom Elevation:
798.5
Permanent Pool El.
780
Temporary Pool El:
781.17
Clean Out Depth:
3
Sediment Removal E
777
Bottom Elevation:
776
MAIN POND
Permanent Pool El.
802.5
Temporary Pool El:
805.29
Clean Out Depth:
3
Sediment Removal E
799.5
Bottom Elevation:
798.5
MAIN POND
Permanent Pool El.
780
Temporary Pool El:
781.17
Clean Out Depth:
3
Sediment Removal E
777
Bottom Elevation:
776

ENVIRONMENTAL IMPACTS
JACOBS CREEK - PHASE I TO 5
185 BENNETT FARM RD
STOKESDALE, NC
OVERALL STORM MANAGEMENT PLAN
3
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SU�1t*11T
DESIGN AND ENGINEERING SERVICES
State License #° P-0339
320 Executive Court
Hillsborough, NC 27278
Voice: [phone] Fax: [phone]
www.summitde.net
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PROJECT ENGINEER/ARCHITECT
AM ([e-mail])
PROJECT MANAGER
DS ([e-mail])
DRAWN BY
JA ([e-mail])
FIRST ISSUE DATE
01-12-2023
COPYRIGHT CZ) 2023
SUMMIT DESIGN AND
ENGINEERING SERVICES
DRAWING ALTERATION
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS ACTING UNDER THE DIRECTION OF
LICENSED ARCHITECT, PROFESSIONAL
ENGINEER, LANDSCAPE ARCHITECT, OR
LAND SURVEYOR TO ALTER ANY ITEM ON
THIS DOCUMENT IN ANY WAY. ANY LICENSEE
WHO ALTERS THIS DOCUMENT IS REQUIRED
BY LAW TO AFFIX HIS OR HER SEAL AND THE
NOTATION "ALTERED BY" FOLLOWED BY HIS
OR HER SIGNATURE AND SPECIFIC
DESCRIPTION OF THE ALTERATIONS.
7
6
5
4
3
2
1
REVISED PER COE COMMENTS 6/30/23
7/12/23
DAS
REVISIONS
DATE
BY

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PROJECT ENGINEER/ARCHITECT
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TRUCTION DRAWINGS
O B S CREEK — PHASE I
NETT FARM RD
DALE NC
DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
Hillsborou NC 27278
Voice: [phone] Fax: [phone]
www.summitde.net
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I I I I
COPYRIGHT D 2023
SUMMIT DESIGN AND
ENGINEERING SERVICES
DRAWING ALTERATION
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS ACTING UNDER THE DIRECTION OF
CENSED ARCHITECT, PROFESSIONAL
ENGINEER, NEER, LANDSCAPE ARCHITECT, OR
LAND SURVEYOR TO ALTER ANY ITEM ON
THIS DOCUMENT IN ANY WAY. ANY LICENSEE
WHO ALTERS THIS DOCUMENT IS REQUIRED
BY LAW TO AFFIX HIS OR HER SEAL AND THE
NOTATION ..ALTERED BY" FOLLOWED BY HIS
HER SIGNATURE
DESCRIPTION OF THE ALTERATIONS. S.
6
PROJECT MANAGER
DS ([e-mail])
5
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�F
DRAWN BY
JA JIM.ASHLEY SUMMITDE.COM
( @ )
3
DEVELOPED
MAP
n
2
FIRST ISSUE DATEOR
11, 01-12-2023
1
REVISED PER NCDEO COMMENTS 5 26 2023
07-14-2023
DAS
REVISIONS
DATE
BY

SUPPLEMENT-EZ COVER PAGE
PROJECT INFORMATION
1 Project Name
2 ;Protect Area (ac)
3 Coastal Wetland Area (acl
4 _ '.:Surface Water Area
5 IS ttds.roect High or Law Densit _
6 Does this project use an off -site SCM?
CGfdIItrANCE WriTA i2K-10ri:i�4y
Creek
60
0
No
7 Width of vegetated setbacks , rovided feet) 6
8 Will the vegetated setback remain vegetated? yes
9 If BUA is proposed in the setback, does it meet NC_AC 02H.1003(4j(c-d)? _ WA
10 is streambank stabilization proposed on this project? j No
NUMBER AND TYPE OF SCMs:
11
Pinfiltration System
12
Bioretention Cell
13
f Wet Pond
L_14_
Stormwater Wetland
15
_,Permeable Pavement
16
!Sand Filter
17 _
Rainwater Harvestin, RWH
18
Green Roof
19
Level ader-Filter Strip LS.
20
Disconnected Impervious Surf.
21
'Treatment Swale
.i
_22_^
Dry Pond
23
!StormFliter
24�
;Silva Cell
25
I Bayfiiter
26
Fifterra
FORMS10ADED
DESIGNER CERTIFICATION
-
27
1 Name and Title:
1 Donald A. Sever, PE 3r. Pro'ect Mana r
28
Orgganization: _ _
_Summit Design and En ineerin Services
29_ _
!Street address:
3301 Benson Dr Suite 400
30
, City,_ State, Zb:
Raleigh NC 27609
31
i Phone numbsr(s1: _
919 732-3883
32
Ji Email:
_
don.severCaummude-com
Certification Statement
I certify, under penalty of taw 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 fhe engineering plans,
specifications, operation and maintenance agreements and other supporting Information are consistent with the Information provided hare.
Designer
°CAR�� i
o
Essioti�< �9
°F
SEAL.' �3
a 24627% 0
°�NGINE��" J�
°
rr r r rMn'``
Signature of Designer
M

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
2
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
I No
FORMS LOADED
DRAINAGE
AREA INFORMATION
Type of SCM
Entire Site
1
2
4
wetpond
wet and
5
Total drainage area (sq ft
3696066
2279494.8
494841.6
6
Onsite drainage area (sq ft
2613600
1197028.8
494841.6
7
Offsite drainage area (sq ft
1082466
1082466
0
8
Total BUA in project (sq ft
New BUA on subdivided lots (subject to
s ft
850626 sf
642999 sf
207627 sf
9permitting)
567000 sf
416500 sf
150500 sf
10permitting)
New BUA not on subdivided lots (subject to
sf
Offsite BUA (sq ft
283626 sf
_ 226499 sf
57127 sf
11
sf
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft
37393 sf
37393 sf
- Sidewalk (sq ft
53019 sf
44106 sf
8913 sf
- Roof (sq ft
sf
- Roadway s ft
193214 sf
145000 sf
48214 sf
- Future (sq ft
- Other, please specify in the comment box
below (sq ft)
13
New infiltrating permeable pavement on
Isubdivided lots (sq ft
New infiltrating permeable pavement not on
subdivided lots (sq ft
sf
14
sf
15permitting)
Existing BUA that will remain (not subject to
s ft
0
sf
16
Existing BUA that is already permitted (sq ft
sf
17
Existing BUA that will be removed (sq ft
sf
18
Percent BUA
33%
28%
42%
19
Design storm inches
1.0 in
1.0 in
20
Design volume of SCM cu ft
57722 cf
17633 cf
21
Calculation method for design volume
1" storage
1" storage
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

WET POND
r::fl Drainage area number 1 2
21 Minimum required treatment volume (cu ft) 57722 cf 17633 cf
31
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
en ineered side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
10- ear storm)?
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
No
No
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC 10 ?
Is there an O&M Agreement that complies with General MDC (11)?
No
No
14
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
16
Does the SCM follow the device specific MDC?
Yes
Yes
17
Was the SCM designed bX an NC licensedprofessional?
Yes
Yes
WET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
798.00
778.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
Elevation of the bottom of the vegetated shelf (fmsl)
Elevation of the permanent pool (fmsl)
Elevation of the top of the vegetated shelf (fmsl)
799.00
779.00
22
802.50
782.00
23
802.50
782.00
24
803.50
783.00
25
Elevation of the temporary pool (fmsl)
806.00
783.50
261
Surface area of the main permanent pool (square feet)
21100
7890
27
Volume of the main permanent pool (cubic feet)
74475 cf
24580 cf
28
Average depth of the main pool (feet)
3.00 ft
3.00 ft
29
Average depth equation used
Equation 2
Equation 2
30
If using equation 3, main pool perimeter (feet)
311
If using equation 3, width of submerged veg. shelf (feet)
32
Volume of the forebay (cubic feet)
14800 cf
4195 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
34
Clean -out depth for forebay (inches)
12 in
12 in
35
Design volume of SCM (cu ft)
57722 cf
17633 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
371
If orifice, orifice diameter (inches)
4 in
2 in
381
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
2
2
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
No
Yes
No
42
Are berms or baffles provided to improve the flow path?
43
Depth of forebay at entrance (inches)
48 in
48 in
44
Depth of forebay at exit (inches)
12 in
12 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
471
Slope of vegetated shelf (H:V) _ 6:1
Does the orifice drawdown from below the top surface of the Yes
per anentpool?
Does the pond minimize impacts to the receiving channel from the 1- Yes
r, 24-hr storm?
6:1
48
Yes
49
Yes
50 Are fountains proposed? (If Y, please provide documentation that
MDC 9 is met.
51 Is a trash rack or other device provided to protect the outlet system?
52 Are the dam and embankment planted in non -clumping turf grass?
No
No
Yes
Yes
Yes
Yes
53
Species of turf that will be used on the dam and embankment
centipede
centipede
541
Hasa planting plan been provided for the vegetated shelf?
Yes
Yes
)ITIONAL INFORMATION
Please use this space to provide any
55 the wet pond(s):
itional information about
Wet Pond 2 2:14 PM 10/12/2023

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USUMMIT
DESIGN AND ENCINEERING SERVICES
Creatively Inspired -Technically Executed
3301 Benson Drive, Suite 400
Raleigh, NC 27609
Ph: 919-322-0115
www.summitde.com
JOB
c I - o � � � - -_J41-c7bs Gf9 X- Ph i
SHEET NO.
CALCULATED BY
CHECKED BY
OF
DATE mil■ 7—IZ3
DATE

Hydraflow Results
Phase 1

Watershed Model Schematic
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
1 - PRE DA - 1
2 - POST DA SCM A
5 - PRE DA - 2
6 - POST DA SCM B 7 - POST DA - 2 BYPASS
3 - WETPOND A 17' CD
CD
8 - WETPOND B
9 - Combined Post B
Legend
Hvd. Origin
Description
1 SCS Runoff
PRE DA - 1
2 SCS Runoff
POST DA SCM A
3 Reservoir
WETPOND A
5 SCS Runoff
PRE DA - 2
6 SCS Runoff
POST DA SCM B
7 SCS Runoff
POST DA - 2 BYPASS
8 Reservoir
WETPOND B
9 Combine
Combined Post B
Project: Phase-1-PRE-POST
final.gpw
Wednesday, 09 / 27 / 2023

Hydrograph Return Period Recap
draflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2023
Hyd.
Hydrograph
Inflow
Peak Outflow
(cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr T25-yr
50-yr
100-yr
50.02
76.46
-------
-------
159.52
220.80
269.73
322.81
1
SCS Runoff
------
PRE DA - 1
2
SCS Runoff
------
62.55
91.57
-------
-------
179.97
243.34
293.42
347.39
POST DA SCM A
3
Reservoir
2
17.18
54.83
-------
-------
116.08
131.51
142.28
152.43
WETPOND A
5
SCS Runoff
------
15.85
24.00
-------
-------
49.38
68.14
83.10
99.31
PRE DA - 2
6
SCS Runoff
------
18.70
26.35
-------
-------
49.08
65.06
77.58
91.01
POST DA SCM B
7
SCS Runoff
------
5.837
8.839
-------
-------
18.19
25.09
30.60
36.57
POST DA - 2 BYPASS
8
Reservoir
7
0.111
0.349
-------
-------
6.697
16.99
24.62
32.12
WETPOND B
9
Combine
7,8
5.984
9.060
-------
-------
18.53
36.81
51.51
66.27
Combined Post B
Proj. file: Phase-1-PRE-POST final.gpw
Wednesday, 09 / 27 / 2023

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2023
Hyd.
No.
1
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
50.02
Time
interval
(min)
Time to
Peak
(min)
726
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
PRE DA - 1
2
168,532
------
------
2
SCS Runoff
62.55
2
724
181,867
------
------
------
POST DA SCM A
3
Reservoir
17.18
2
738
179,665
2
805.29
107,678
WETPOND A
5
SCS Runoff
15.85
2
722
43,117
------
------
------
PRE DA - 2
6
SCS Runoff
18.70
2
722
49,047
------
------
------
POST DA SCM B
7
SCS Runoff
5.837
2
722
15,879
------
------
------
POST DA - 2 BYPASS
8
Reservoir
0.11
2
886
15,837
7
781.17
24,384
WETPOND B
9
Combine
5.984
2
722
31,715
7,8
------
------
Combined Post B
Phase-1-PRE-POST final.gpw
Return Period: 1 Year
Wednesday, 09 / 27 / 2023

Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 1
PRE DA - 1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 56.150 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.87 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
K�
30.00
20.00
10.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 50.02 cfs
Time to peak
= 12.10 hrs
Hyd. volume
= 168,532 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.80 min
Distribution
= Type II
Shape factor
= 484
PRE DA - 1
Hyd. No. 1 -- 1 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
i i I I I I I 1 11% 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 2
POST DA SCM A
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 52.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.87 in
Storm duration
= 24 hrs
* Composite (Area/CN) _ [(24.850 x 74) + (27.480 x 80)] / 52.330
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1'
0 2 4
Hyd No. 2
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 62.55 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 181,867 cuft
Curve number
= 77*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.10 min
Distribution
= Type II
Shape factor
= 484
POST DA SCM A
Hyd. No. 2 -- 1 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
1 i 1 1 1 1 1 1 I`. 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 3
WETPOND A
Hydrograph type
= Reservoir
Peak discharge
= 17.18 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 179,665 cuft
Inflow hyd. No.
= 2 - POST DA SCM A
Max. Elevation
= 805.29 ft
Reservoir name
= WET POND A
Max. Storage
= 107,678 cuft
Storage Indication method used. Wet pond routing start elevation = 802.50 ft.
WETPOND A
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 6 12 18 24 30 36 42 48 54 60 66 72
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 107,678 cuft

Pond Report 7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 09 / 27 / 2023
Pond No. 1 - WET POND A
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 799.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
799.00
299
0
0
1.00
800.00
4,100
1,835
1,835
2.00
801.00
10,495
7,051
8,886
2.50
801.50
17,688
6,967
15,853
3.50
802.50
21,110
19,372
35,225
4.50
803.50
24,800
22,928
58,153
6.00
805.00
28,800
40,159
98,312
11.00
810.00
34,870
158,917
257,229
12.00
811.00
36,500
35,678
292,908
13.00
812.00
39,000
37,739
330,647
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 42.00
3.50
0.00
0.00
Crest Len (ft)
= 24.00 0.00
0.00
0.00
Span (in)
= 42.00
3.50
0.00
0.00
Crest El. (ft)
= 805.00 0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 799.00
802.50
0.00
0.00
Weir Type
= 1 ---
---
---
Length (ft)
= 94.00
1.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 2.12
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 ExfiI User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs cfs cfs
cfs cfs cfs cfs
0.00
0
799.00
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
1.00
1,835
800.00
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
2.00
8,886
801.00
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
2.50
15,853
801.50
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
3.50
35,225
802.50
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
4.50
58,153
803.50
0.30 is
0.30 is ---
--- 0.00 --- ---
--- --- --- 0.297
6.00
98,312
805.00
0.49 is
0.49 is ---
--- 0.00 --- ---
--- --- --- 0.494
11.00
257,229
810.00
140.67 is
0.05 is ---
--- 140.50 s --- ---
--- --- --- 140.56
12.00
292,908
811.00
148.16 is
0.04 is ---
--- 147.84 s --- ---
--- --- --- 147.89
13.00
330,647
812.00
155.27 is
0.04 is ---
--- 154.88 s --- ---
--- --- --- 154.91

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 5
PRE DA - 2
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 13.930 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.87 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
• m
.M
3.00
0.00 ' 1'
0 2 4
Hyd No. 5
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 15.85 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 43,117 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.20 min
Distribution
= Type II
Shape factor
= 484
PRE DA - 2
Hyd. No. 5 -- 1 Year
Q (cfs)
18.00
15.00
12.00
M
M
3.00
1 .1 I 1 1 1 1 1 X 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 6
POST DA SCM B
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 11.360 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.87 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
•M
.M
M11111
0.00 ' 1'
0 2 4
Hyd No. 6
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 18.70 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 49,047 cuft
Curve number
= 80
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.60 min
Distribution
= Type II
Shape factor
= 484
POST DA SCM B
Hyd. No. 6 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
. I1
3.00
J-- ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 7
POST DA - 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 5.130 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.87 in
Storm duration
= 24 hrs
Q (cfs)
6.00
5.00
K
3.00
2.00
1.00
0.00 ' 1'
0 2 4
Hyd No. 7
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 5.837 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 15,879 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
POST DA - 2 BYPASS
Hyd. No. 7 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
i f I I I I I I X 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

11
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 8
WETPOND B
Hydrograph type
= Reservoir
Peak discharge
= 0.111 cfs
Storm frequency
= 1 yrs
Time to peak
= 14.77 hrs
Time interval
= 2 min
Hyd. volume
= 15,837 cuft
Inflow hyd. No.
= 7 - POST DA - 2 BYPASS
Max. Elevation
= 781.17'
Reservoir name
= WET POND B
Max. Storage
= 24,384 cuft
Storage Indication method used. Wet pond routing start elevation = 780.00 ft.
Q (cfs)
6.00
5.00
K
3.00
2.00
1.00
WETPOND B
Hyd. No. 8 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
mroyffins
0 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 8 Hyd No. 7 Total storage used = 24,384 cuft

Pond Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Pond No. 3 - WET POND B
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 776.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 776.00
1,200
0
0
4.00 780.00
7,890
16,221
16,221
5.00 781.00
10,800
9,306
25,527
6.00 782.00
12,400
11,590
37,117
7.00 783.00
14,000
13,191
50,307
8.00 784.00
15,700
14,840
65,148
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 24.00
2.00
0.00
0.00
Crest Len (ft)
= 16.00 10.00
0.00 0.00
Span (in) = 24.00
2.00
0.00
0.00
Crest El. (ft)
= 781.70 782.50
0.00 0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 2.60
3.33 3.33
Invert El. (ft) = 779.00
780.00
0.00
0.00
Weir Type
= 1 Broad
--- ---
Length (ft) = 40.00
0.00
0.00
0.00
Multi -Stage
= No No
No No
Slope (%) = 3.75
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 Wet area)
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 ExfiI User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
776.00
0.00
0.00 ---
--- 0.00
0.00 ---
--- --- --- 0.000
4.00
16,221
780.00
0.00
0.00 ---
--- 0.00
0.00 ---
--- --- --- 0.000
5.00
25,527
781.00
0.30 is
0.30 is ---
--- 0.00
0.00 ---
--- --- --- 0.297
6.00
37,117
782.00
0.44 is
0.44 is ---
--- 8.75
0.00 ---
--- --- --- 9.192
7.00
50,307
783.00
0.56 is
0.54 is ---
--- 78.97
9.19 ---
--- --- --- 88.71
8.00
65,148
784.00
0.64 is
0.63 is ---
--- 185.85
47.77 ---
--- --- --- 234.24

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 9
Combined Post B
Hydrograph type
= Combine
Peak discharge
= 5.984 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 31,715 cuft
Inflow hyds.
= 7, 8
Contrib. drain. area
= 5.130 ac
Q (cfs)
6.00
5.00
K
3.00
2.00
1.00
0.00
0 4
Hyd No. 9
Combined Post B
Hyd. No. 9 -- 1 Year
8 12
Hyd No. 7
16 20
Hyd No. 8
24 28
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
--" 0.00
32
Time (hrs)

Hydrograph Summary Report
14
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D® by Autodesk, Inc. v2023
Hyd.
No.
1
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
322.81
Time
interval
(min)
Time to
Peak
(min)
724
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
PRE DA- 1
2
1,011,268
------
------
2
SCS Runoff
347.39
2
722
983,655
------
------
------
POST DA SCM A
3
Reservoir
152.43
2
734
981,437
2
811.61
315,869
WETPOND A
5
SCS Runoff
99.31
2
720
258,721
------
------
------
PRE DA - 2
6
SCS Runoff
91.01
2
720
240,801
------
------
------
POST DA SCM B
7
SCS Runoff
36.57
2
720
95,279
------
------
------
POST DA - 2 BYPASS
8
Reservoir
32.12
2
724
95,237
7
782.41
42,476
WETPOND B
9
Combine
66.27
2
722
190,516
7,8
------
------
Combined Post B
Phase-1-PRE-POST final.gpw
Return Period: 100 Year
Wednesday, 09 / 27 / 2023

Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 1
PRE DA - 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 56.150 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.04 in
Storm duration
= 24 hrs
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 322.81 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 1,011,268 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.80 min
Distribution
= Type II
Shape factor
= 484
PRE DA - 1
Hyd. No. 1 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
—r ' ' ' I I 1 11 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 2
POST DA SCM A
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 52.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.04 in
Storm duration
= 24 hrs
* Composite (Area/CN) _ [(24.850 x 74) + (27.480 x 80)] / 52.330
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' 1'
0 2 4
Hyd No. 2
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 347.39 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 983,655 cuft
Curve number
= 77*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.10 min
Distribution
= Type II
Shape factor
= 484
POST DA SCM A
Hyd. No. 2 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
-' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 3
WETPOND A
Hydrograph type
= Reservoir
Peak discharge
= 152.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 981,437 cuft
Inflow hyd. No.
= 2 - POST DA SCM A
Max. Elevation
= 811.61 ft
Reservoir name
= WET POND A
Max. Storage
= 315,869 cuft
Storage Indication method used. Wet pond routing start elevation = 802.50 ft.
WETPOND A
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
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. 2 Total storage used = 315,869 cuft

Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D8 by Autodesk, Inc. v2023
Hyd. No. 5
PRE DA - 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 13.930 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.04 in
Storm duration
= 24 hrs
Q (Cfs)
100.00
:1 11
•1 11
40.00
20.00
Wednesday, 09 / 27 / 2023
Peak discharge
= 99.31 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 258,721 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.20 min
Distribution
= Type II
Shape factor
= 484
PRE DA - 2
Hyd. No. 5 -- 100 Year
0.00 I I-
0
Q (cfs)
100.00
:1 11
[1011111
40.00
20.00
rm
2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 5 Time (hrs)

Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 6
POST DA SCM B
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 11.360 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.04 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 6
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA SCM B
Hyd. No. 6 -- 100 Year
Wednesday, 09 / 27 / 2023
= 91.01 cfs
= 12.00 hrs
= 240,801 cuft
= 80
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D8 by Autodesk, Inc. v2023
Hyd. No. 7
POST DA - 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 5.130 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.04 in
Storm duration
= 24 hrs
Q (Cfs)
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA - 2 BYPASS
Hyd. No. 7 -- 100 Year
0.00
0
2 4
Hyd No. 7
Wednesday, 09 / 27 / 2023
= 36.57 cfs
= 12.00 hrs
= 95,279 cuft
= 74
= 0 ft
= 10.00 min
= Type II
= 484
Q (Cfs)
40.00
30.00
20.00
10.00
rna
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D8 by Autodesk, Inc. v2023
Hyd. No. 8
WETPOND B
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 7 - POST DA - 2 BYPASS
Reservoir name
= WET POND B
Storage Indication method used. Wet pond routing start elevation = 780.00 ft.
Q (cfs)
40.00
30.00
20.00
10.00
0.00 -'
0
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WETPOND B
Hyd. No. 8 -- 100 Year
4 8 12
Hyd No. 8 Hyd No. 7
Wednesday, 09 / 27 / 2023
= 32.12 cfs
= 12.07 hrs
= 95,237 cuft
= 782.41 ft
= 42,476 cuft
16 20 24 28
Total storage used = 42,476 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
32
Time (hrs)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 9
Combined Post B
Hydrograph type
= Combine
Peak discharge
= 66.27 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 190,516 cuft
Inflow hyds.
= 7, 8
Contrib. drain. area
= 5.130 ac
Combined Post B
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
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. 7 Hyd No. 8

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CONSTRUCTION DRAWINGS
JACOBS CREEK - PHASE I
185 BENNETT FARM RD
STOKESDALE, NC
WET POND A DETAILS
DESIGN AND ENGINEERING SERVICES
State License #e P-0339
320 Executive Court
Hillsborough, NC 27278
Voice: [phone] Fax: [phone]
www.summitde.net
PROJECT ENGINEER/ARCHITECT
AM ([e-mail])
PROJECT MANAGER
DS ([e-mail])
DRAWN BY
JA ([e-mail])
FIRST ISSUE DATE
01-12-2023
COPYRIGHT (D2023
SUMMIT DESIGN AND
ENGINEERING SERVICES
DRAWING ALTERATION
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS ACTING UNDER THE DIRECTION OF
LICENSED ARCHITECT, PROFESSIONAL
ENGINEER, LANDSCAPE ARCHITECT, OR
LAND SURVEYOR TO ALTER ANY ITEM ON
THIS DOCUMENT IN ANY WAY. ANY LICENSEE
WHO ALTERS THIS DOCUMENT IS REQUIRED
BY LAW TO AFFIX HIS OR HER SEAL AND THE
NOTATION "ALTERED BY" FOLLOWED BY HIS
OR HER SIGNATURE AND SPECIFIC
DESCRIPTION OF THE ALTERATIONS.
7
6
5
4
3
2
1
REVISED PER NCDEQ COMMENTS 5-26-2023
07-14-2023
DAS
REVISIONS
DATE
BY

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CONSTRUCTION DRAWINGS
JACOBS CREEK - PHASE I
185 BENNETT FARM RD
STOKESDALE, NC
WET POND B DETAILS
DESIGN AND ENGINEERING SERVICES
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FIRST ISSUE DATE
01-12-2023
COPYRIGHT QQ 2023
SUMMIT DESIGN AND
ENGINEERING SERVICES
DRAWING ALTERATION
IT IS A VIOLATION OF LAW FOR ANY PERSON,
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BY LAW TO AFFIX HIS OR HER SEAL AND THE
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7
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07-14-2023
DAS
REVISIONS
DATE
BY

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StreamStats S3 Report
Region ID: INC
Workspace ID: NC20230714193135331000
Clicked Point (Latitude, Longitude): 36.28998,-79.94734
Time: 2023-07-14 1 5:31 :56 -0400
N
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Roadway crossing 53 in phase 5
C.
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Basin Characteristics
Parameter
Code
Parameter Description
Value
Unit
DRNAREA
Area that drains to a point on a stream
0.49
square
miles
LC061MP
Percentage of impervious area determined from NLCD 2006 impervious
1.94
percent
dataset
PCTREG1
Percentage of drainage area located in Region 1 - Piedmont / Ridge and
100
percent
Valley
PCTREG2
Percentage of drainage area located in Region 2 - Blue Ridge
0
percent
PCTREG3
Percentage of drainage area located in Region 3 - Sandhills
0
percent
PCTREG4
Percentage of drainage area located in Region 4 - Coastal Plains
0
percent
PCTREG5
Percentage of drainage area located in Region 5 - Lower Tifton Uplands
0
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Stream Stats Report -Ph asel -Offsite
Region ID: NC
Workspace ID: NC20230117182520590000
Clicked Point (Latitude, Longitude): 36.29258,-79.91147
Time: 2023-01-17 13:25:41 -0500
6
Basin Characteristics
Parameter Code
Parameter Description
DRNAREA
Area that drains to a point on a stream
LC061MP
Percentage of impervious area determined from NLCD 2006 impervious dataset
PCTREGI
Percentage of drainage area located in Region 1 - Piedmont / Ridge and Valley
PCTREG2
Percentage of drainage area located in Region 2 - Blue Ridge
PCTREG3
Percentage of drainage area located in Region 3 - Sandhills
PCTREG4
Percentage of drainage area located in Region 4 - Coastal Plains
PCTREG5
Percentage of drainage area located in Region 5 - Lower Tifton Uplands
Peak -Flow Statistics
Peak -Flow Statistics Parameters [Region 1 Piedmont rural under 1 sgmi 2014 50301
O Collapse All
Value
Unit
0.0723
square miles
0.15
percent
100
percent
0
percent
0
percent
0
percent
0
percent
Parameter Code
Parameter Name
Value
Units
Min Limit
Max Limit
DRNAREA
Drainage Area
0.0723
square miles
0.1
1
LC061MP
Percent Impervious NLCD2006
0.15
percent
0
47.9
Peak -Flow Statistics Disclaimers [Region 1 Piedmont rural under 1 sgmi 2014 5030]
One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors.
Peak -Flow Statistics Flow Report [Region 1 Piedmont rural under 1 sgmi 2014 5030]
Statistic Value Unit
50-percent AEP flood 25.4 ft^3/s

Statistic
Value
Unit
20-percent AEP flood
41.3
ft^3/s
10-percent AEP flood
52.8
ft^3/s
4-percent AEP flood
67.7
ft^3/s
2-percent AEP flood
79.4
ft^3/s
1-percent AEP flood
91.2
ft13/s
0.5-percent AEP flood
103
ft^3/s
0.2-percent AEP flood
123
ft13/s
Peak -Flow Statistics Citations
Feaster, T.D., Gotvald, A.J., and Weaver, J.C.,2014, Methods for estimating the magnitude and frequency of floods for urban and small,
rural streams in Georgia, South Carolina, and North Carolina, 2011 (ver. 1.1, March 2014): U.S. Geological Survey Scientific
Investigations Report 2014-5030, 104 p. (http://pubs.usgs.gov/sir/2014/5030/)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were
collected. Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty
expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems, nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the software has been subjected to rigorous review, the USGS reserves
the right to update the software as needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the functionality of
the software and related material nor shall the fact of release constitute any such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government
shall be held liable for any damages resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government.
Application Version: 4.12.0
StreamStats Services Version: 1.2.22
NSS Services Version: 2.2.1