SW8021017_Historical File_20190404

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Interim Director
NORTH CAROLINA
Environmental Quality
April 4, 2019
University of North Carolina - Wilmin on
Attn: Vice Chancellor for Business Affairs
c/o Mark Morgan, Associate Vice Chancellor for Business Affairs -Facilities
601 S. College Rd.
Wilmington, NC 28403
Subject: State Stormwater Management Permit No. SW8 021017
P3 Freshman Housing and the Hub
High Density Project
New Hanover County
Dear Mr. Morgan:
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit
Application for the subject project on April 1, 2019. Staff review of the plans and specifications has
determined that the project, as proposed, complies with the Stormwater Regulations set forth in Title 15A
NCAC 2H.1000 as amended by Session Law (SL) 2008-211 and subsequently amended on January 1,
2017 (2017 Rules). We are hereby forwarding modified Permit No. SW8 021017 dated April 4, 2019, for
the construction of the built -upon areas (BUA.) and stormwater control measures (SCMs) associated with
the subject project.
This permit shall be effective from the date of issuance until February 10, 2024 and the project shall be
subject to the conditions and limitations as specified therein and does not supersede any other agency
permit that may be required. 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.
Please refer to Attachment C for a detailed description of the current proposed major modification and a
list of all the past modifications approved during the effective period of the permit. This permit
incorporates two previously approved permits (SW8 160103 and SW8 170907) in their entirety and as
modified by this approval. The documents previously approved for SW8160103 and SW8 170907 are
incorporated by reference and are considered enforceable parts of this permit.
This cover letter, attachments, and all documents on file with DEMLR shall be considered part of this
permit and is herein incorporated by reference. Please replace the plan set previously approved for SW8
021017 with the attached modified and approved versions. Please replace the application (SWU--101),
supplements, operation and maintenance agreements previously approved for SW8 021017 with the
attached modified versions which also incorporate the applicable documents from SW8160103 and SW8
170907.
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.
If you have any questions concerning this permit, please contact Christine Hall in the Wilmington
Regional Office, at [phone] or [e-mail].
__ EN �. a_ _ orth Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
;j�jj Wilmington Regional Office 1 127.Cardinal Drive Extension I Wilmington, North Carolina 28405
NOM WOUNA
DopwbnW Of Effd °"'°"m ° '°°� /� 910.796.7215

State Stormwater Permit No. SW8 021017
Page 2 of 2
Sincerely,
tx—
,'.�� S. Daniel Smith, Interim Director
Division of Energy, Mineral and Land Resources
Enclosures: Attachment A — Designer's Certification Form
Attachment C — Permitting History
Application Documents
GDS/canh: 111StormwaterlPermits & Projects\20021021017 HD12019 04 permit 021017
cc: Richard Collier, PE; McKim & Creed, Inc_
Galen Jaimson, PE; UNCW
Litif Kaid. PE: State Construction Office
Wilmington Regional Office Stormwater File

State Stormwater Management
Permit No. SW8 021017
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE 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 as amended by
Session Law (SL) 2008-211, and subsequently amended on January 1, 2017 (2017 Rules)
(collectively, the "stormwater rules"),
PERMISSION IS HEREBY GRANTED TO
UNC Wilmington
P3 Freshman Housing and the Hub
Riegel Road, Wilmington, New Hanover County
FOR THE
construction, management, operation and maintenance of built -upon area (BUA) including one (1)
area of redevelopment as well as one (1) wet pond and one (1) area of permeable pavement
("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 February 10, 2024 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.
REDEVELOPMENT. The redevelopment portion of this project is exempt from State
Stormwater permitting requirements under the following conditions: 1) The project must be
constructed as shown on the plans submitted to this Office; 2) the proposed redeveloped BUA of
31,648 square feet does not exceed the existing BUA of 38,009 square feet; and 3) The
proposed stormwater control sheet flow and a piped collection system provides equal protection
of surface waters as the existing stormwater control sheet flow and a piped collection system.
2. BUA REQUIREMENTS. The maximum amount of BUA allowed for the entire project is 638,294
square feet. The runoff from all BUA within the permitted drainage areas of this project must
continue to be directed into the permitted SCMs. The following specific requirements pertain to
the BUA on this project:
Page 1 of 6

State Stormwater Management
Permit No. SW8 021017
a. SCM BUA LIMITS. The SCMs labeled Pond 1 and Permeable Pavement 1 have been
designed using the runoff treatment method to handle the runoff from 596,022 and 17,012
square feet of BUA, respectively within the delineated drainage areas. The BUA for future
development within Pond 1 is limited to a total of 192,602, which includes 2,602 square feet
allocated to the P3 project, 130,000 square feet allocated to the future recreation area, and
60,000 square feet allocated to a future dining hall. This permit does not provide any
allocation of BUA for future development within the delineated drainage area for Permeable
Pavement 1.
3. SCM REQUIREMENTS. The following requirements pertain to the SCMs on this project:
a. WET POND SCM DESIGN. The wet pond SCM is permitted under the 2017 MDC and is
based on the design criteria presented in the sealed, signed and dated supplement and as
shown in the approved plans and specifications. This SCM must be provided and
maintained at the design condition.
b. PERMEABLE PAVEMENT SCM DESIGN. The permeable pavement has been designed
under SL 2008-211 to handle the design rainfall depth and will bypass the 10-year, 24-hour
storm event through the provided outlets. The following design criteria have been permitted
for the permeable pavement and it must be provided and maintained at the design condition:
Area 1
a.
Type of Permeable Pavement (PP):
PICP
b.
PP design type:
Bypass
c.
H drolo is soil group of subgrade:
A
d.
Grass Managed Credit:
75%
e.
Total Impervious Area Before PP Credit, ft2:
Total PP Surface Area, ft2:
Treated as Pervious (759/6), ft2:
Treated as Impervious for density
calculations (25%), ft2:
Adjacent Impervious Area directed to PP ft2:
17,012
8,518
6,388
2,130
8,494
f.
Total Impervious Area After PP Credit, ft2:
10,624
g.
Design Storm, inches:
1.5
h.
PP top of aggregate base layer elevation, FMSL:
varies
i.
Bypass/ Overflow elevation, FMSL:
42.48
j.
PP bottom elevation at the Subgrade, FMSL:
41.85
k.
Provided aggregate depth, inches:
7.5
I.
SHWT elevation, FMSL:
39.75
m.
Underdrain Diameter, inches:
6.0
n.
Expected Infiltration Rate, in/hr:
8.32
o.
Time to Drawdown, days:
0.02
p.
Receiving Stream / River Basin:
Burnt Mill Creek /
Cape Fear
q.
Stream Index Number:
1874-63-2
r.
Classification of Water Body:
C, SW
c. PLANTING PLAN. The wet pond 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.
d. 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.
e. 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.
Page 2 of 6

State Stormwater Management
Permit No. SW8 021017
f. PERMEABLE PAVEMENT. The following considerations pertain to the infiltrating permeable
pavement:
i. The permeable pavement must be installed by a qualified individual, certified in the
specific construction techniques required for permeable pavements.
ii. During the installation of the permeable pavement, special care must be taken to
avoid compaction of the underlying subgrade soils. A direct measurement of the
soil's infiltration rate must be taken immediately after excavation and before the
aggregate is placed. Infiltration rate testing shall be conducted by an appropriately -
qualified professional. The results of the testing shall be given to the designer of
record for review. If the soil test shows that infiltration rate(s) that are lower than
the rate(s) used in the final design, then the designer shall check the calculations
and may need to adjust the design.
iii. The permeable pavement must be protected during site construction such that no
sediment -laden runoff is directed across the permeable pavement surface. Areas
upslope of the permeable pavement must be stabilized with a substantial stand of
permanent grass cover prior to construction of the permeable pavement.
iv. The proposed stormwater runoff conveyance and collection system and the
impervious areas must be constructed and maintained at the dimensions,
elevations and grades as shown on the approved plans.
V. For each section or terrace of permeable pavement, at least one observation well
shall be provided.
vi. Permeable Pavement signage must be clearly and permanently posted to prevent
use by inappropriate vehicles as well as the deposition and storage of particulate
matter.
vii. Trees overhanging the permeable pavement should be avoided.
viii. Concentrations of oils, grease, heavy metals, and toxic chemicals shall not be
stored or handled where they may enter the permeable pavement.
ix. At no time shall the approved permeable pavement be paved over or repaired with
any type of conventional paving material.
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 50-foot wide vegetative buffer/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. RECORDED DOCUMENT REQUIREMENTS. The stormwater rules require the following
documents to be recorded with the Office of the Register of Deeds:
a. ACCESS AND/OR EASEMENTS. The entire stormwater conveyance system, including any
SCMs, and maintenance accesses must be located in public rights -of -way, dedicated
common areas that extend to the nearest public right-of-way, and/or permanent recorded
easements that extend to the nearest public right-of-way for the purpose of inspection,
operation, maintenance, and repair.
b. OPERATION AND MAINTENANCE AGREEMENT. The operation and maintenance
agreement must be recorded with the Office of the Register of Deeds.
c. FINAL PLATS. The final recorded plats_must reference the operation and maintenance
agreement and must also show all public rights -of -way, dedicated common areas, and/or
permanent drainage easements, in accordance with the approved plans.
Page 3 of 6

State Stormwater Management
Permit No. SW8 021017
d. DEEDS. The permittee shall incorporate specific restrictions and conditions into a facility
management plan or another legal instrument in lieu of deed restrictions and protective
covenants.
7. 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. SCM OPERATIONAL PRIOR TO DEVELOPMENT. 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. 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 state
stormwater design condition prior to close-out of the erosion control plan and/or project
completion and/or transfer of the state stormwater 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.
8. 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 permeable pavement, #57 stone area, public trails, or landscaping
material to be considered a permeable surface that were not included in the approved plans
and specifications.
g. Other modifications as determined by the Director.
9. 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
permittce 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.
Page 4 of 6

State Stormwater Management
Permit No. SW8 021017
10. 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.
11. 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 Title 15A NCAC 02H.1045(3).
12. CURRENT PERMITTEE NAME OR ADDRESS CHANGES. The permittee shall submit a
completed Permit Information Update Application Form to the Division within 30 days to making
any one or more of the following changes:
a. A name change of the current permittee;
b. A name change of the project;
c. A mailing address change of the permittee.
13. 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 Title 15A NCAC 02H.1045(2) and must
be submitted upon occurrence of any one or more of the following events:
i. The sale or conveyance of the project and/or property area in whole or in part;
ii. Dissolution of the partnership, corporate, or LLC entity, subject to NCGS 55-14-05
or NCGS 57D-6-07 and 08;
iii. Bankruptcy;
iv. Foreclosure, subject to the requirements of Session Law 2013 121;
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.
14. 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 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. DIVISION ACCESS. The permittee grants Division Staff permission to enter the property
during normal business hours to inspect all components of the permitted project.
Page 5 of 6

State Stormwater Management
Permit No. SW8 021017
d. 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.
e. 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 updated, modified and reissued this the 4th day of April 2019.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Daniel 9mith, Interim Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 021017
Page 6 of 6

State Stormwater Management
Permit No. SW8 021017
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
• As -Built Designer's Certification for Permeable Pavement 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

State Stormwater Management
Permit No. SW8 021017
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
I,
County of
Signature
a Notary Public in the State of
do hereby certify that
personally appeared before me this day of 120
and acknowledge the due execution of this as -built certification. (SEAL)
Witness my hand and official seal
My commission expires
Permittee's Certification NC -AC .1042(4) T -- -
CP e ted
/ N/A
op d
A. DEED RESTRICTIONS / BUA RECORDS
1. The deed restrictions and protective covenants have been recorded and
_
Y or N
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 has been
Y or N
provided to the Division.
3. Records which track the BUA on each lot are being kept. (See Note 1)
I Y or N
B. MAINTENANCE ACCESS
I
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 system
are located in recorded drainage easements.
y or N
2. A copy of the recorded plat(s) is provided.
Y or N
E D. SINGLE FAIVT[LY RESIDENTIAL LOTS - Plats for residential lots that
have an SCM include the following:
Y or N
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 NCGS 143 Article
Y or N
21 if the SCM is removed relocated or altered without _prio_ r ap rop val.
_
E. OPERATIONAND iVSA_IN_TENA_NCE AGREEMENT
f
Y or
_ _ _
1. The O&M Agreement is referenced on the final recorded plat. u
_N
Y or N
2. The O&M Agreement is recorded with the Register of Deeds and appears in
y or N
the chain of title.
F. OPERATION AND MAINTENANCE PLAN — maintenance records are
Y or N
�
kept in a known set location for each SCM and are available for review
..being
G. DESIGNER'S CERTIFICATION FORM — has been provided to the
Y N
I Division.
or
Note 1- Acceptable records include ARC approvals, as -built surveys, and county tax records.
Page 1 of 8

State Stormwater Management
Permit No. SW8 021017
Provide an explanation for every requirement that was not met, and for every "N/A" below. Attach additional
sheets as needed.
Page 2 of 8

State Stormwater Management
Permit No. SW8 021017
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
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. If N is circled, provide an explanation on Page 2.
OO N/E = not evaluated (provide explanation on page 2) GO N/A = not applicable to this SCM or project.
Consultant's Certification NCAC .1003((3) & General MDC .1050
Q.As-built ONX,
©NrA
�. TREATMENT REQUIIMEM EN TS
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 bypassed.
Y or N
4. Runoff from offsite areas and/or existing BUA is directed into
Y or N
the permitted SCM and is accounted for at the full build -out
potential.
5. The project controls runoff through an offsite permitted SCM
Y or N
that meets the requirements of the MDC.
6. The net area of new BUA increase for an existing project has
Y or N
been accounted for at the appropriate design storm level.
7. The SCM(s) meets all the specific_ minimum design criteria.
—
Y or N
----
B. VEGE'TATED SETBACKS / BUA
--
-..--
-
1. The width of the vegetated setback has been measured from
Y or N
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 (b2)(2)
Y or N
is located in the setback.
4. BUA that does not meet the requirements of NCGS 143-214.7
Y or N
(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 the
Y or N
edge of the setback and allowed to flow through the setback as
dispersed flow.
Page 3 of 8

State Stormwater Management
Permit No. SW8 021017
--- --
OAs-built ` TN/E
ON/A
i C.
STORMWATER O : LETS — the outlet handles the peak flow
Y Iv
from the 10 year storm with no downslo e erosion.
or
D..
VARIATIONS
1. A variation (alternative) from the stormwate'r rule provisions
—' —
Y N
has been implemented.
or
2. The variation provides equal or better stormwater control and
equal or better protection of surface waters.
Y or N
E.
COMPLLANCE WrM OTHER REGCfI.A.TORY
i
PROGRAMS has been met.
I Y or'
F.
Sl7ilrG -the volume of the SCM takes the runoff from ail
surfaces into account and is sufficient to handle the required storm
{ Y or N
depth
G.
CONTAM1 HATED SOILS — infiltrating SCI's are not located
Y or N i
in or on areas with contaminated soils.
H.
SIDE SLOPES_
l . Vegetated side slopes are no steeper than 3H:IV.
Y or N
2. Side slopes include retaining walls, gabion walls, or other
Y or N
surfaces that are steeper than 3H:IV.
3. Vegetated side slopes are steeper than 3H:1V (provide
Y or N
supporting documents for soils and vegetation).
L
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 discharge
Y or N
__point
during the peak flow from the 10 year storm.
J.
EXCESS FLOWS — An overflow / lamas has been provided.
,
- Y or N
K.
DEWAIERING — A method to drawdown standing water has
1 Y or N
been provided to facilitate maintenance and inspection.
j
L.
CLILANOLTAFTER CONSTRUCTION -- the SC .N4 has been
Y or N
cleaned out and converted to its approved design state.
F M.
MAINTENANCE ACCESS
I
1. The SCM is accessible for maintenance and repair.
Y or N
2. The access does not include lateral or incline slopes >3:1.
Y or—N
IN. LL' Z1ls11J A 94 UAL" l(.:A I WiN 5 tJ A 1-- MACK Y'l.'Wt UT) — �
The designer is licensed under Chapters 89A, 89C, 89E, or 89F of Y or N
Ytap (t�neral Ctafi�tPe
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 4 of 8

State Stormwater Management
Permit No. SW8 021017
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
LIMLIX
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
ON/E = not evaluated (provide explanation on page 2) ON/A = not applicable to this project or SCM.
This Certification must be completed in conjunction with the General MDC certification under NCAC 02H.1050
I Consultant's Certification (MDC .1053) _p
OlAs-built
(DIME
3N/A
A. Forebay / Depths / Fountain
1. The available Sediment storage is consistent with the approved
Y or N
plan and is a minimum of 6 in.
2. Water flow over the forebay berm into the main pond occurs at a
Y N
non -erosive velocity.
or
3. The provided Forebay Volume is 15%-20% of the main pool
Y N
volume.
or
4. The Forebay entrance elevation is deeper than the exit elevation
Y N
into the pond.
or
5. The Average Design. Depth of the main pond below the
Y N
permanent pool elevation is consistent with the permitted value?
or
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 approved
Y or N
plans and is a minimum of 6 feet.
2. The slope of the Vegetated Shelf is consistent with the approved
Y N
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 with the
Y N
permitted value.
or
2. The Temporary Pool Volume provided is consistent with the
Y N
permitted value.
or
3. The permanent pool elevation is consistent with the permitted
Y N
value.
or
4. The temporary pool elevation is consistent with the permitted
Y N
value.
or
Page 5 of 8

State Stormwater Management
Permit No. SW8 021017
i -TAs-built
T-N/E
ON/A
E D. Inlets / Outlet / Drawdown
j
1.
The design volume draws down in 2-5 days.
Y
or
N
IL 2.
The size of the Orifice is consistent with the permitted value.
Y
or
N
3.
A trash rack is provided on the outlet structure.
Y
or
N
4.
Hydrologic impacts to the receiving channel are minimized from
Y
N
the 1 yr 24 hr storm discharge?
or
5.
The inlets and the outlet location are situated per the approved
Y
N
an 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 no less than 24
Y
or
N
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 6 of 8

State Stormwater Management
Permit No. SW8 021017
AS -BUILT DESIGNER'S CERTIFICATION FOR PERMEABLE PAVEMENT 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.1055 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 a part of a Fast -Track As -Built Package Submittal per .1044(4).
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. 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 1055) —
OAs-built
QN/E
ON/AJ
_
A. DESIGN / DRAWDOWN
1. Washed aggregate base material has been used.
Y or N
2. The provided amount of permeable pavement surface area is
consistent with the approved plans.
Y or N
3. The amount of non -roof adjacent built -upon area is consistent with
the approved plans and is directed onto the permeable pavement
Y or N
surface and does not exceed the required 1:1 ratio Aa/A .
4. The runoff from adjacent pervious areas is prevented from
reaching the permeable pavement except for incidental,
Y or N
unavoidable runoff from stable vegetated areas.
5. The permeable pavement infiltrates the design volume to the
bottom of the subgrade within 72 hours.
Y or N
6. If the permeable pavement was installed as a detention system, the
drawdown assembly releases the stormwater stored in the
Y or N
aggregate in 2_5 days.
B. SOILS/ SHWT / S_UBGRADE
1. The hydraulic properties and characteristics of the in -situ soils
y N
conform to the soils report.
or
2. For infiltrating permeable pavement, the lowest point of the
stem is a minimum of 2 feet above the SHWT.
Y or N
3. For infiltrating permeable pavement, if the lowest point of the
system is less than 2 feet above the SHWT, the soils have been
Y or N
modified to assure drawdown within 72 hours.
4. The in -situ soils have been removed and replaced with infiltration
Y or N
media in accordance with the approved plan.
5. Infiltration media has been placed on top of in -situ soils.
Y or N
Page 7 of 8

State Stormwater Management
Permit No. SW8 021017
T- - -- --
TAs-built ,T
0N/E
ON/A
C. CONSTRtiCTION
1. At least one capped observation well has been provided at the low
point of each permeable pavement area?
y or N
2. The subgrade is terraced in accordance with the approved plans
and has at least one capped observation well within each terrace
Y or N
section.
3. For PICP and concrete grid pavers, an edge restraint has been
used around the perimeter of the permeable pavement.
y or N
4. The subgrade for infiltrating permeable pavement was graded
when it was dry and there was no reci itation.
y or N
D. CERTIFIC_ATION
1. The infiltration rate of the pavement surface is at least 50 inches
_
per hour using a head less than orequal to four inches.
y or N
2. After installation, the permeable pavement was protected from
sediment deposition.
y or N
3. The site is complete and stabilized.
Y or N
Provide an explanation for every MDC that was not met, or for every item marked "N/E" or "N/A", below.
Attach additional pages as needed:
Page 8 of 8

Attachment C - Permitting History
P3 Freshman Housing and the Hub
Permit No. SW8 021017
Approval
Date
permit Action
BIMS
Version
Description of the Changes
1/6/2003
Original Approval
1.0
Subject to the 1995 Rules. 1 pond to treat Parking Lot 0.
622/2018
Renewal
2.0
1. Removing the originally permitted pond and Parking Lot O.To simplify permitting, the permittee has
chosen to design the entire site to 15A NCAC 02H.1000 effective January 1, 2017 (the 2017 Rules)
with a 1.5" design storm.and forego vested rights to the previous set of rules as previously permitted.
2. Constructing a new, larger pond (subject to the 2017 MDC) across the road to handle the nmoff from
the expanded drainage area that includes the proposed P3 Freshmen Housing project as well as a future
recreational field and a future dining hall.
3. The majority of the approved plan set shows the base bid; however the built -upon area approved for
the P3 Freshman Housing project is based on the alternate bid which is considered the full buildout
condition and includes additional internal sidewalks and hardscaping as shown on CS-100ALT. These
4/4/2019
Major Modification
2.1
alternative bid features are all internal to the drainage area so no additional infrastructure is required to
collect the runoff.
4. The expanded project and drainage area encompasses a portion of the previously permitted Hub
project area (SW8 160103) and all of the Graham Sidewalk and Landscaping Improvements project
area (SW8 170907). The layout of the sidewalk between Graham and Hewlett is also being revised.
Both SW8 160103 and 170907 are being incorporated into this permit and the permits have been
rescinded.
5. The expiration date associated with the previously permitted Hub project (SW8 160103) is being
maintained and is used as the expiration date for this project due to the system proposed to treat the
runoff from the Hub is not changing.
Page 1 of 1

FDEMLR USE ONLY
Date Rweived
Fee Paid
Permit Number
15 19W �
cJ D � o
Applicable Rules: Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph 11- Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina E C E I V E
Department: of Environment and Natural Resources
Division of Energy, Mineral and Land Resources MAR 04 2019
STORMWATER MANAGEMENT PERMIT APPLICATION FOJy.
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.):
UNCW P3 Freshman Housine
2. Location of Project (street address):
601 South College Road
City:Wilmington County:New Hanover Zip:28403
3. Directions to project (from nearest major intersection):
North on Wrightsville Avenue from South College Road to Wood Dale Drive. Left on Wood Dale Drive to
UNCW Camous - Reigei Road. Turn Right on Riegel Road and then Left on Walton Drive
UNCW P3 Freshman Housine Project is immediately on the left (west side of Walton Drive)
4. Latitude:34° 13' 12" N Longitude:77° 52' 08"`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 numberSW8 021017 , its issue date (if known)2002 , and the status of
construction: ❑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, and the previous name of the project, if different than currently
proposed,
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):
❑LAMA Major
❑NPDES Industrial Stormwater
ZSedimentation/Erosion Control: 20.59 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Perri-tit Number,
issue date and the type of each permit:NEWHA-2019-006 UNCW P3 Housing
5. Is the project located within 5 miles of a public airport? ❑No ®Yes
If yes, see S.L. 2012-200, Part VI: http://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:University of North Carolina - Wilmington
Signing Official & Title:Mark D. Morgan, Associate Vice Chancellor for Business Affairs -Facilities
b. Contact information for person listed in item 1a above:
Street Address:601 South College Road
City:Wilmington State:NC Zip:28403
Mailing Address (if applicable):601 South College Road
City: Wilmington State:NC Zip:28403
Phone: [phone] Fax: (910 j 962-4185
Email:morganm®uncw.edu
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 Informati a�
2b below) E
❑ Developer* (Complete Contact Information, item 2a and 2b below.) MAR 0 9y
2019
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. is the
person who owns the property that the project is located on): BY
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:
Phone: ( 1
Email:
State: Zip:
State: Zip:
Fax: ( 1
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:Galen Jamison, PE
Signing Official & Title:Project Manager, Assistant Director of Architectural and Construction Services
b. Contact information for person listed in item 3a above:
Mailing Address:601 South College Road _
City:Wilmington State:NC Zip:28403
Phone: (910 ) 962-7450 Fax: (910 ) 962-7522
Email:jamisong®uncw.edu
4. Local jurisdiction for building permits: State Construction Office
Point of Contact:Latif Kaid, PE Phone #: (919 ) 807-4100
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 runoff from the P3 Project will be collected in a storm drainage network and conveyed to
a Wet Detention Pond (SCM-1). SCM-1 will discharge into an unnamed tributary to Bradley Creek
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 Cape Fear River basin.
4. Total Property Area: 30.31 acres 5. Total Coastal Wetlands Area: 0.00 acres
6. Total Surface Water Area: 0.00 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area':30.31 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHM line or Mean High Water
(MHiN) line, and coastal wetlands landward from the NHW (or MHI 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 = 45.15 %
9. How many drainage areas does the project have? 3 Drainage Areas (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
Dramage Area _
Drama a Area _
Drainage Area _
Drainage Area
Receiving Stream Name
_
Stream Class *
See Attachment - B
Stream Index Number *
Total Drainage Area (sf)
On -site Drainage Area (so
Off -site Drainage Area (sf)
Proposed Impervious Area** s
% Impervious Area** total
Impervious" Surface Area
Drama a Area _
Drainage Area _
Drainage Area _
Drains a Area _
On -site Buildings/Lots (sf)
On -site Streets (sf)
On -site Parking (sf)
On -site Sidewalks (sf)
Other on -site (sf)
Future (sf)
Off -site (sf)
'
Existing BUA*** (sf)
Total (so:
* Stream Class and Index Number can be determined at: htW.Y portal.ncdenr.orghoeL& q[ps/csu/classiFications
" Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
***Report only that amount of existing BUA that will remain after development. Do not report any existing BLIA that
is to be removed and which will be replaced by new B UA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

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11. How was the off -site impervious area listed above determined? Provide documentation.
Proiects in Union Countv: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
from hU://12ortal.ncdenr.org/web/w4/ws/su/bmR-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://portal.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 from hft: / / 12ortal.ncdenr.org/web/­wq Zws /su/ statesw/ forms docs.
'ti
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 PA190
agreement(s) for each BUT.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to 6419,
http://www.gpyhelp.org/ages/onestol2exl2ress.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/managementfor a,
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map i4entifying 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 C
impounded structures, the banks of streams and rivers, the MHW or NHW line of tida III
CEIVE
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impo d MAR 0 3 2019
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances. BY.
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 SW-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 la, 2a, and/or 3a per 15A NCAC 2H.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.
hft://www.secretaiy.state.nc.us/CorRorations/CSearch.aVx
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 httplportal.ncdenr.org/web/lr/state-stormwater-
forms does. 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:Richard M. Collier, PE
Consulting Firm: McKim & Creed, Inc.
Mailing Address:243 North Front Street
City:Wilmmft on State:NC Zip:28401
Phone: (910 ) 343-1048 Fax: (910 ) 251-8282
Email:[e-mail]
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 1 a) 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
GCEIVE
MAR 01 2019
Page 5 of 6 BY'

°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: Date:
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
X. APPLICANT'S CERTIFICATION
I, (print or type name of person Iisted in Contact Information, item 1a) Mark D. Morgan
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:,
Date: 2� Z:; /9
I, Ia nd F. Alt. r , a Notary Public for the State of eth&n N a. , County of
do hereby certify that 01arm L. M6tQi2,r- personally appeared
before me thisAJ!day of February A01 q " an wledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
FIVE
MAR 012019
BY,
Form SW-101 Version Oct. 31, 2013 Page 6 of 6

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Interim Director
April 4, 2019
NORTH CAROLINA
Environmental Quality
University of North Carolina - Wilmington
Attn: Vice Chancellor for Business Affairs
c/o Mark Morgan, Associate Vice Chancellor for Business Affairs -Facilities
601 S. College Rd.
Wilmington, NC 28403
Subject: Permit Rescission
State Stormwater Management Permit No. SW8 160103 The Hub
State Stormwater Management Permit No. SW8 170907 — Graham Hall
Improvements
New Hanover County
Dear Mr. Morgan:
Reference is made to your requests for rescission of the subject Stormwater Management Permits
received on March 18, 2019. Staff of the Division of Energy, Mineral & Land Resources (DEMLR) in
the Wilmington Regional Office has inspected the project and confirmed that these permits are no longer
required because they have been replaced by permit number SW8 021017 issued by the Division on April
4, 2019.
Therefore, in accordance with your request, Stormwater Management Permit Nos. SW8 160103 and SW8
170907 are rescinded effective immediately.
If it would be helpful to discuss this matter further, please contact Christine Hall in the Wilmington
Regional Office at [phone].
Since�ply,
S. Daniel Smith, Interim Director
Division of Energy, Mineral and Land Resources
GDS\canh: \\\Stormwater\Permits & Projects\2016\160103 Inactive\2019 04 rescind 160103
\\\Stormwater\Permits & Projects\2017\170907 Inactive\2019 04 rescind 170907
cc: Richard Collier, PE; McKim & Creed, Inc.
Galen Jaimson, PE; UNCW
Stormwater Supervisor
Wilmington Regional Office Stormwater Permit Files
�� North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
.05 f. Fw •/� Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmingtor4 North Carolina 28405
910.796,7215

Burd, Tina J
From: Burd, Tina J
Sent: Thursday, April 4, 2019 4:04 PM
To: '[e-mail]'; [e-mail]'; '[e-mail]'
Subject: SW8 021017 P3 Freshman Housing and The Hub
Attachments: SW8 021017 - P3 Freshman Housing and The Hub.pdf
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources (Stormwater Section) completed
their review of the Express Stormwater Permit Application for the subject project. Attached is the cover letter and
permit issued on April 4, 2019, which will be mailed separately, along with any other supporting documents.
Please direct any questions to your reviewer, Christine Hall.
PLEASE DO NOT RESPOND TO THIS MAIL
Best Regards,
Tina Burd
Administrative Associate II
910-796-7388
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
Nort!! Carnkna Public. Records Law and may be discloser) to third pwfies

4L;*'MCKIM&CREED
March 29, 2019
Christine Hall
North Carolina Department of Environmental Quality
Division of Energy, Mineral, and Land Resources
Wilmington Regional Office
127 Cardinal Drive
Wilmington, NC 28405
RE: "Express" 3,d Submittal SW8 021017
UNCW P3 Freshman Housing
Via Email and Hand Delivery
Dear Christine:
ENGINEI_RS
SU9{ , E Y 0 R S
PLANNERS
04999-0014(40)
It 1.41 ..
t
This letter serves as the response to your add info letter related to "Express" Project SW8
021017 dated March 25, 2019. We have input the comments in the add info letter with
responses directly below. The responses correspond to the calculations or drawings
applicable.
15A NCAC 02H .1042(2)(g)(v): The response to item 3.c of the previous request
for additional information indicates that the grass pave system was considered
pervious however no supporting documentation was provided. As noted in item
3.c of the previous request for additional information, the grass pave system is a
type of plastic turf reinforcing grid, which is a type of permeable pavement. As
previously requested in Item 3.c of the March 8, 2019 request for additional
information, please provide a cross-section on the plan demonstrating that the
grass pave area will not be impervious or partially impervious as outlined in G.S.
143-214.7(b2). However, if the subgrade is to be compacted, then it is considered
an impervious or partially impervious surface and must either demonstrate that it
meets the requirements of permeable pavement or be considered as built -upon
area.
Response:
243 :,. r 1 h Fr n r S r r e a In review of the detail from the GrassPave manufacturer, it does depict
compacted subgrade therefore it should be considered impervious. We measured
„ �, 1,Y _ , c i the area of GrassPave and found it to be 13,443 sf. This is now incorporated
into the Proposed Conditions and incorporated into all calculations. To provide
for the additional BUA, we reduced the future BUA under the recreational -fields
by 20, 000 sf.
?10.343 1042-
Fox 1 _.251 . = 282
,.mckimcreed.. om

Christine Hall, Environmental Engineer
NCDEQ-NCDEMLR
"Express" 3,d Stormwater Submittal SW8 021017
Page 2
2. 15A NCAC 02H. I 042(2)(g)(vii):
a. The storm drainage plans (sheets CM101-CM103 and CM105) no longer
include the structure name. Please provide two copies of these plan
sheets with that structure name layer turned on.
Response:
The layer was previously frozen on CMI01-CM105 plan sheets. We
have corrected this issue and provided two (2) copies of CM101-CM105,
signed, sealed and dated, with the appropriate structure labels.
b. As noted in Item I Lb of the previous request for additional information,
several structures on the structure table either have two inlet inverts with
no outlet inverts or vice versa. Please check that details for Structures
CO-1354, CO-1356, CO-1365, CO-1366, Ex-SCI 42(l), and YI-B137 are
accurately presented..
Response:
This issue has now been corrected. All of the pipe invert elevations and
slope were correct however, several of the pipe directions (start node to
end node) were reversed. This condition would then return two (2)
invert in 's or two (2) invert out's. We have corrected this and provided
two (2) copies of updated sheets CM401 and CM402, signed, sealed and
dated.
c. The text on plan sheets CM701 and CM702 are not displaying properly.
Please provide two sheets with the text issue resolved.
Response:
The text on sheets CM701 and CM702 has been corrected to read
properly. We have provided two (2) copies of CM701 and CM702,
signed, sealed and dated.
3. 15A NCAC 02H.1053(2): In response to Item 6.b of the previous request for
additional information, it is noted that equation 3 was used to determine the
average depth. Please update the second #2 item under the wet pond MDC
section of the supplement to reflect that the vegetated shelf is not included in the
calculation of average depth.
Response:
We modified the second #2 item under the wet pond NlDC supplement reflecting
that the vegetated shelf was not used in calculating average depth. An updated
Wet Pond Supplement, signed and sealed, is included, and we will email you the
digital version.

Christine Hall, Environmental Engineer
NCDEQ-NCDEMLR
"Express" 3rd Stormwater Submittal SW8 021017
Page 3
4. 15A NCAC 02H.1053(3): Please clarify how a total sediment storage volume of
39,170 cf was determined. The stage storage tables report that the incremental
volume between an elevation of 21 and 22 in the main pond and forebay as being
11,073 cf and 716 cf, respectively, for a total of 11,789 cf.
Response:
This has been updated appropriately. The sediment volume is 11,073 cf and 716
cf (main bay and forebay respectively) for a total sediment storage volume of
11, 789 cf.
15A NCAC 02H.1042(2)(g), .1042(2)(h), .1042(2)(i), .1042(2)(m), and
.1050(16): Item 14 of the previous request for additional information noted that
CG504 had not been signed, sealed or dated and asked that two signed, sealed,
and dated copies be submitted. The recently submitted revised plan set omits plan
sheet CG504. Additionally, the pond design has been revised since it was
originally submitted. Please submit two copies of the revised CG504 that is
signed, sealed, and dated.
Response:
Two (2) copies of revised sheet CG504 are provided, signed, sealed and dated.
6. Due to the insufficiency of the application, please submit a $500 fee for the
additional review required for this application (in accordance with Session Law
2003-284, Section 11.4A(b)).
Response:
Included with this resubmittal is a check in the amount of $500.00
Following your review of the 3rd Submittal, if there are any additional edits needed,
please do not hesitate to contact me.
Sincerely,
McKim & Creed, Inc.
1t1
Richard M. Collier, PE
Assistant Vice -President
Enclosures: Two (2) sets of revised calculations (cover page sealed)
Two (2) copies of the revised wet pond MDC supplement
Two (2) copies of revised plans:
a. CG504 — Wet Pond Detail Sheet
b. CM101-CM105 — Storm Drainage Structure/Pipes
c. CM401-CM402 — Storm Drainage Structure and Pipe Tables
d. CM701-CM702 — Storm Drainage Profiles
CC: Mark Morgan, UNCW
Galen Jamison, PE, UNCW
Peter Aranyi, AIA, Clark Nexsen
v
i MCIQM&CREED

UNCW (P3) FRESHMAN HOUSING "Express"
WILMINGTON, NC
NEW HANOVER COUNTY, NC
2rd Submittal "Express Review"
Revised Calculations
Prepared for:
University of North Carolina - Wilmington
601 South College Rd.
Wilmington, NC 28403
Prepared by:
v M OM&CREED
243 North Front Street
Wilmington, NC 28401
[phone]
Project #4999-0014 (40)
1
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March 29, 2019 022574
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MDC-1: Main Pool Surface Area and Volume
(a) The Hydraulic Retention Time (HRT) Method Vmp 0.87 HRT Ts DV
Equation 1: Vmp = 0.87 * HRT/T, * DV 183,439.98 0.87 14 5 75,303.77
183,439.98
DV = Simple Method 0.46 45.15% 30.30 ac
1.5" Design Storm Rv % Impervious DA
(b) The SA/DA and Average Depth Method
USED EQ-3
SA/DA Ratio per Equation 3 1.60
DA Main Bay
SA/DA Main Pool Area and Volume 30.31 ac Provided SA
Required SF = SA/DA Ratio * DA(sf) 21,113.05 SF 21,783.00 SF
MDC-2: Main Pool Depth DaV9 VPP APP
Equation 2: Davg = VPP / APP 6.03 131,433.75 21,783.00
6.03
Da„y
VPP
Vshelf
Abottom_of shelf
Equation 3: Davg = (VPP - V.h lf) / Abottom of ,hell
6.04
131,433 75
49200
21,693 00
6.04
Vshelf
D,.
Pp_pool
Wmax
Vshelf = 0.5 * Depthmax over shelf * Perpyol * Width,ubmerged shelf
492.00
050
65600
3.00
492
MDC-3: Sediment Storage Main Bay (12") Forebay (12") Total Sediment Storage
Design entire wet pond, then add minimum 6-inches for
cleanout. Recommend > 6-inches deep 11,073 716 11,789 CIF
MDC-4: Location of inlet(s) and outlet
No short-circuit. If baffles, they must extend up to temp pool
elevation. MDC-4 has been met with current design
MDC-5: Forebay Main Bay Forebay %
Required Volume = 15 to 20 % Main Pool 131,434 CIF 20,372 CIF 15.50%
Forebay deeper at inlet then outlet Between 15% and 20% ??
non -erosive velocity
Acummulation of 75% = cleanout
MDC-6: Vegetated Shelf
Vegetated shelf around pond. 6-feet wide; 6:1 slope
MDC-7: Draw Down Time
Draw down design volume between 3-5 days
MDC-8: Protection of Receiving Stream
Limit discharge to the 1-year, 24-hour Storm (pre)
Provided around entire Pond
Draw down with a 3.5" Orifice at Elev 30.00'
Existing 1-year, 24-hour= 40.7
Proposed 1-year, 24-hour= 11.72
NOCEIV4'
All I 1111, P

Fountains
If fountains then add appropriate documents None
10: Track Rack
Must have trash rack for large items Provided
11: Vegetation
Read this MDC in the C-3 Wet Pond Provided. See Details on Sheet CG504
ECEIVE
APR 0 12019
9Y:__

VNCW - P3 PROJECT
NC DEQ Retention Requirements
P3 Project Development Summary Friday, March 29, 2019
r
Stormwater Pond (SCM-1
Bottom of Pond Elevation - Main Bay I 21.0 IFT Value selected by designer
Bottom of Pond Elevation - Forebay 21.0 FT Value selected by designer
Sediment Storage Elevation - Main Bay 22.0 FT Value selected by designer
Sediment Storage Elevation - Forebay 22.0 FT Value selected by designer
Pond volume below sediment storage elev. (Main Boy
Sediment Storage Volume
F 11,789
CIF
+ Forebay)
Permanent Pool Elevation
30.00
FT
Value selected by designer
Temporary Pool Elevation
33.00
FT
Elevation of the next -highest outlet
Submerged Vegetated Shelf Width
3.00
FT
1/2 of 6-foot Shelf
Max Depth of Vegetated Shelf
0.50
FT
Depth Perm Pool Elev - Bottom Shelf Elev
Perimeter of Permanent Pool
656
FT
Main Boy Only
Average Depth Provided
6.04
FT
See formula below
Required SA/DA Ratio for 90% TSS Removal
JE1.60%
%
Value from 90% 7SS removal chart
Required Permanent Pool Surface Area
21113
SF
(Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area
21,783
SF
Value from stage -storage calculations (Main Bay Only)
Flow Path
Basin Length
318
FT
VoluefromCAD
Basin Width
�108
�FT
Value from CAD (average)
Basin L:W ratio
3
Basin length/basin width
Flow Length
325FT
I�AFT
Distance from nearest inlet to outlet structure
Flow path width
Required surface area length
Flow path L:W ratio
3
Flow length /flow path width
Forebav
Permanent Pool Volume
131,434
CIF
Total
Total pond volume between permanent pool elevation
sediment storage elevation (Main Boy Only)
Total Required Forebay Volume
26,287 CIF
20% of permanent pool volume
Provided Vulurr a -Forebay
20,372 CIF
Provided
Provided volume between permanent pool elev. &
storage elevation
Total Forebay % of Permanent Pool
15.50% %
Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice
3.50
IN
Value selected by designer
Weir Elevation of Outlet Structure
33.00
FT
Elevation of the next -highest weir
Total Elevation Head Above Weir Invert
3.00
FT
Total elevation head above center of orfffce
Average Elevation Head Above Weir Invert
1.00 FT
1/3 of total elevation head
Cd, Coefficient of Discharge
0.60
Value selected by designer
Q, Flowrate Through Low -flow Orifice
0.32 CFS
Q=Cd*Weir Area *sgrt(2*32.2*Avg Head)
Drawdown Time
2.71 DAYS
1.5" Runoff Volume/Flowrate through Wier/86400
ECEIVE
APR 0 12019

UNCW - P3 PROJECT
Stage -Storage Calculations for the Proposed Wet Detention Pond (SCM-1)
3/29/2019
Stage/Storage Above Permanent Pool
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
30.00
26,883
0
0
Permanent Pool
30.50
27,950
13,708
13,708
-Top of Shelf
31.00
29,758
14,427
28,135
32.00
32,299
31,029
59,164
33.00
34,994
33,647
92,810
* Temporary Pool
34.00
37,538
36,266
129,076
35.00
40,239
38,889
167,965
35.50
43,010
20,812
188,777
* Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
21.00
10,529
0
0
+•••Pond Bottom
22.00
11,617
11,073
11,073
­ -Sed. Storage
23.00
12,722
12,170
23,243
24.00
13, 872
13,297
36,540
25.00
15,048
14,460
51,000
26.00
16,255
15,652
66,651
27.00
17,490
16,873
83,524
28.00
18,754
18,122
101,646
29.00
20,256
19,505
121,151­-Top
of Forebay
29.50
21,693
10,487
131,638
+•-•Bottom of Shelf
30.00
21,783
10,869
142,507­-Permanent
Pool
ECEIVE
APR 0 12019

UNCW - P3 PROJECT
Stage -Storage Calculations for the Proposed Wet Detention Pond (SCM-1)
Forebay 1
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
21.00
407
0
0
-Forebay Bottom
22.00
1,024
716
716
-Sed. Storage
23.00
1,320
1,172
1,888
24.00
1,650
1,485
3,373
25.00
2,015
1,833
5,205
26.00
2,405
2,210
7,415
27.00
2,835
2,620
10,035
28.00
3,295
3,065
13,100
29.00
3,790
3,543
16,643
-Top of Forebay
30.00
5,100
4,445
21,088
+-.-Permanent Pool
Stage/Storage Below Permanent Pool
Total (Main Bay ¢ Forsbay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
22.00
12,641
716
716 --Pond Bottom
23.00
14,042
13,342
25,130 F-Sed. Storage
24.00
15,522
14,782
39,912
25.00
17,063
16,293
56,205
26.00
18,660
17,862
74,066
27.00
20,325
19,493
93,559
28.00
22,049
21,187
114,746
29.00
24,046
23,048
137,793
30.00
26,883
14,932
152,725 -Permanent Pool
Equation 3. Average depth when the shelf is submerged and
the shelf is being excluded from the average depth calculation
T�PP-Vshelf
�� = a bottomo fshel f
Where: Da-q = Average depth in feat
Vf2p - Total vofume of permanent pool (feW)
Val-ar = Volume over the shelf only (feet) - secs below
Ab"onar;nd, Area of wet pond at the bottom of the shelf (fest2)
vshak! -* 0.5 * Depth,.. Per!rreter.,,, p,,, * 1dthaubm.j4a4j:.%w e,aheFp
Where: Drru var shCf - Depth of water at the deep side of the shelf es
measured at per.mar,ent pool (feet)
Perlmeterpm„,mnawd = Perimeter of permanent pool at the bottom of the
shelf (feet)
W dths.ewa o sge:L _ Ndth from the deep s,de to tjhe dry side of the
shed as measurer! at permanent Foot ffeeat;.
IECEIVE
APR 0 12019
13Y'

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,4Z**U /K[ /( CREED Project #:04999-0014
;'� iV.lri
Energy Dissipater Design Date: March 15, 2019
Project Name: UNCW P3 Student Housing (SCM-1)
Inlet flowrate
42.88
cfs Total Inflow = 85.76 cfs
Pipe diameter
30
inches 2 @ 30" RCP
Inlet pipe slope
0.4
percent
Des. flow velocity
8.74
ft/sec
�i•1.1• f•I
i•i• ��1
i•�i•i•i•
�i•i•�f•i•i•1
��i•� �f•i•1
i_�i•i• �1.1
- 1 i•\�i•�i• �I
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i•i• �i•�1
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i•i♦i♦i•i`:
�i♦f♦i•i•f•1
i•i•i•i•f•1
1 i•�i•i•i•I
Zone from graph above =
2
Inlet pipe diameter
30 in.
Inlet flowrate
42.9 cfs
Inlet velocity
8.7 ft/sec
Material =
Class B
Figure 8.06.b.1
4 5 6 7
Pipe diameter (ft)
Length = 15.0 ft.
Width =
Stone diameter =
Thickness =
7.5 ft.
6 in.
22 in.
8 9
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class I
13
22
8 x D(o)
3 x D(o)
4
Class I
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
7
Special study required
Zone 7
Zone 5
Zone 4
10 Zone 3
Zone 2
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
1Jo DNS Nam. J�Pr Of *?'PA b�.l�� ►r.l� iW(e+ ?, C-4 A4* 4AErtft.s
� ECE1VE
MAR 18 2019
1903xx RipRap Outlet Sizing_SCM l.xls
3/15/2019 BY.

IWMProject #:04999-0014
Energy Dissipater Design Date: March 15, 2019
Project Name: UNCW P3 Student Housing (SCM-1)
Outlet flowrate
57.91
cfs
Pipe diameter
36
inches
Outlet pipe slope
0.5
percent
Des. flow velocity
8.19
ft/sec
25
20
5
0
0 1 Zone 12 3
Zone from graph above =
2
Outlet pipe diameter
36 in.
Outlet flowrate
57.9 cfs
Outlet velocity
8.2 ft/sec
Material =
Class B
Total Outflow = 115.82 cfs (*See note below)
2 @ 36" RCP
Figure &06.b.1
4 5 6
Pipe diameter (ft)
7
Length =
18.0 ft.
Width =
9.0 ft.
Stone diameter =
6 in.
Thickness =
22 in.
Zone 7
Zone 5
Zone 4
8 9 10 Zone 3
Zone 2
Zone
Material
Diameter
I Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class
13
22
8 x D(o)
3 x D(o)
4
Class 1
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class H
23
27
10 x D(o)
3 x D(o)
7
1 Special study required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
*NOTE: The outlet flowrate is assuming half of the total outlow based on 2x36" pipes discharging from SCM-1.
The outlet protection/dissipator pad dimensions are 18'xl8' to account for both outlet pipes.
MAR 18 2019
1903xx_RipRap Outlet Sizing_SCM l.xls
3/15/2019

6.
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Interim Director
March 25, 2019
NORTH CAROLINA
Environmental Quality
University of North Carolina - Wilmington
Attn: Vice Chancellor for Business Affairs
c/o Mark Morgan, Associate Vice Chancellor for Business Affairs -Facilities
601 S. College Rd.
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 021017
UNCW P3 Freshman Housing
New Hanover County
Dear Mr. Morgan:
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the subject project on March 4, 2019 with additional information
received on March 19, 2019. A preliminary in-depth review of that information has determined that the
application is not complete and that additional information is needed. To continue the review, please
provide the following additional information:
i�. 15A NCAC 02H .1042(2)(g)(v): The response to item 3.c of the previous request for additional
information indicates that the grass pave system was considered pervious however no supporting
documentation was provided. As noted in item 3.c of the previous request for additional
information, the grass pave system is a type of plastic turf reinforcing grid, which is a type of
permeable pavement. As previously requested in Item 3.c of the March 8, 2019 request for
additional information, please provide a cross-section on the plan demonstrating that the grass
pave area will not be impervious or partially impervious as outlined in G.S. 143-214.7(b2).
However, if the subgrade is to be compacted, then it is considered an impervious or partially
impervious surface and must either demonstrate that it meets the requirements of permeable
pavement or be considered as built -upon area.
2. 15A NCAC 02H. 1042(2)(g)(vii):
1,e The storm drainage plans (sheets CM101-CM103 and CM105) no longer include the
structure name. Please provide two copies of these plan sheets with that structure name
layer turned on.
elf. As noted in Item 11.b of the previous request for additional information, several
structures on the structure table either have two inlet inverts with no outlet inverts or vice
versa. Please check that details for Structures CO-B54, CO-B56, CO-1365, CO-B66, Ex-
SCI 42(1), and YI-B137 are accurately presented.
1,z— The text on plan sheets CM701 and CM702 are not displaying properly. Please provide
two sheets with the text issue resolved.
�3. 15A NCAC 02H.1053(2): In response to Item 6.b of the previous request for additional
information, it is noted that equation 3 was used to determine the average depth. Please update
the second #2 item under the wet pond MDC section of the supplement to reflect that the
vegetated shelf is not included in the calculation of average depth.
✓4. 15A NCAC 02H.1053(3): Please clarify how a total sediment storage volume of 39,170 cf was
determined. The stage storage tables report that the incremental volume between an elevation of
21 and 22 in the main pond and forebay as being 11,073 cf and 716 cf, respectively, for a total of
11,789 cf.
RQ2>
4 North Carolina Department of Environmental Quality I Division of E9ergy,Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington, North Carolina 28405
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°*rheioto1eNYOOin°'0o"4.e 910.796.7215

State Stormwater Permit No. SW8 021017
Page 2 of 2
15A NCAC 02H.1042(2)(g), .1042(2)(h), .1042(2)(i), .1042(2)(m), and .1050(16): Item 14 of the
previous request for additional information noted that CG504 had not been signed, sealed or
dated and asked that two signed, sealed, and dated copies be submitted. The recently submitted
revised plan set omits plan sheet CG504. Additionally, the pond design has been revised since it
was originally submitted. Please submit two copies of the revised CG504 that is signed, sealed,
and dated.
6. Due to the insufficiency of the application, please submit a $500 fee for the additional review
required for this application (in accordance with Session Law 2003-284, Section 11.4A(b)).
Please remember to confirm that any revised information is presented consistently throughout the
application documents including calculations, supplements, narrative, and plans. Please also remember to
provide two hard copies of any updated documents per 15A NCAC 02H.1042(2).
The requested information should be received in this Office by March 29, 2019, or the application will
be returned as incomplete. Please note that only two letters requesting additional information is allowed
in the State Stormwater Program. If the information is not satisfactorily provided after the second
request, the project will be returned. If the project is returned and you wish to re -submit to the Express
Program, you will need to reschedule the project through the Express Coordinator for the next available
review date and will need to resubmit all required items at that time, including the application fee.
If additional time is needed to submit the requested information, please email your extension request,
prior to the original due date, to the Division at the email address provided below. The extension request
must include ajustification and a date of when the requested information will be submitted to the
Division, which shall be no later than 5 business days past the original due date. Please remember that
extension requests delay the issuance of the final permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the State assigned project number
on all correspondence. If you have any questions concerning this matter, please feel free to call me at
[phone] or email me at [e-mail].
Sincerely,
Christine Hall
Environmental Engineer
GDS/cash: \\\Stormwater\Permits & Projects\2002\021017 HD\2019 03 addinfo 2 021017
cc: Richard Collier, PE; McKim & Creed, Inc.; via email
Wilmington Regional Office Stormwater File

Hall, Christine
From: Hall, Christine
Sent: Monday, March 25, 2019 9:36 AM
To: 'Richard Collier'; Brock Daniel; [e-mail]; Mark Morgan
Cc: Weaver, Cameron; Peter Aranyi (Clark Nexsen)
Subject: RE: [External] RE: request for additional info, P3 Freshman Housing, SW8 021017
Attachments: 2019 03 addinfo_2 021017.pdf
All,
Attached is a pdf of the second request for additional information for the subject project. Please let me know if you
have any questions or concerns.
Please also remember to label any packages submitted with "EXPRESS".
Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
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From: Richard Collier<[e-mail]>
Sent: Friday, March 15, 2019 4:52 PM
To: Hall, Christine <[e-mail]>; Brock Daniel <[e-mail]>; [e-mail]; Mark
Morgan <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>; Peter Aranyi (Clark Nexsen) <[e-mail]>;
Richard Collier <[e-mail]>
Subject: [External] RE: request for additional info, P3 Freshman Housing, SW8 021017
¢yet .e t c#ick links or open attachments unless you verify. Send all suspiciaus email as an attachment to
I
Christine:
Please find attached the digital version of the Express P3 Freshman Housing 2"d Submittal.
The plans and calculations are being delivered to your office.
Use the link below to download a full set of the 2nd Submittal Package.

vM`KRV&caEED
Hand Delivered
TO:NCDEQ
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTENTION: Christine Hall
WE ARE SENDING: ❑ Originals ® Prints
❑ Specifications ❑ Calculations
LETTER OF TRANSMITTAL
DATE: March 19, 2019
PROJECT NO: 04999-0014
1 TASK NO: 4
RE: UNCW - P3 Housing
Stormwater Permit Resubmittal
TRANSMITTAL NO:
PAGE 1 OF 1
❑ Shop Drawings ❑ Samples
❑ Other -
Quantity
Drawing No.
Rev.
Description
Status
2
CM402
Stormwater Pipe Tables
G
MAR 19
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3.Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS:
243 NORTH FRONT STREET, WILMINGTON, NC 28401 [phone] FAX [phone]
°°: File, McKim &Creed, P.A.
McKIM &CREED, INC
Signed
rjad4 C�ze
Brock Daniel
Senior Designer

v MCKIM&CREED ENGINEER
SURVEYORS
P L A N N E R S
March 15, 2019 04999-0014 (40)
Christine Hall
North Carolina Department of Environmental Quality
Division of Energy, Mineral, and Land Resources
Wilmington Regional Office
127 Cardinal Drive
Wilmington, NC 28405
RE: "Express" 2nd Submittal SW8 021017
UNCW P3 Freshman Housing
Via Email and Hand Delivery
Dear Christine:
This letter serves as the response to your add info letter related to "Express"
Project SW8 021017 dated March 8, 2019. We have input the comments in the
add info letter with responses directly below. The responses correspond to the
calculations or drawings applicable.
1. 15A NCAC 02H.1042(2)(a)(iv) and .1042(2)(g): The exhibits for the
project area and drainage area do not include the future parking spaces
currently located within the Cross City Trail permit area approved
under SW8100405; however, built -upon area has been allocated for
these future parking spaces. Please confirm if these future parking
spaces have been included in the overall drainage area for this permit
and/or if this area is considered another future sub -drainage area to the
pond. If these areas are included in the overall drainage area, please
demonstrate so on the plans. If these areas are not included in the
overall drainage area, please consider including them to avoid a future
major modification to the permit.
2.43 North Front Street Response:
The BUA for the future parking spaces is included in the calculations as Future
%V i in i n e i o i, . NC 28401 BUA. We have modified Exhibits B, C, and D to incorporate the area of the
future spaces into the P3 Project Area, and the P3 Drainage Area to SCM-1.
2. Recommendation for 15A NCAC 02H.102(2)(a)(iv): The 2,602 sf of
910.343 i o a future BUA allocated to the P3 housing project appears to be dedicated
Fax 91 U.251 82E2 for the future parking with no additional BUA for potential future
wwv:.mckir• cr-:ed.com
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MI,
11116

improvements. It is understood that there is future BUA dedicated to
the future recreation area and dining hall. If these three allocations of
future development are for each of the three projects individually, then
there is little to no future BUA remaining for the P3 project. To provide
more flexibility in the future, please reconsider the future allocation to
the P3 housing project area.
Response:
The P3 Freshman Housing project as shown on CS-100 ALT incorporates all
intended BUA for the project. Therefore, we have not added any Future BUA to
the P3 Project Drainage Area. Future BUA remains for the future Recreational
Area and Dining Hall.
3. 15A NCAC 02H .1042(2)(g)(v):
a. The sidewalk and landscaping improvements approved under
SW8170907 around Graham Hall are not shown on either the
existing conditions or proposed site plans. Please confirm if these
improvements are still intended to be constructed or are no
longer proposed.
Response:
The sidewalk is now shown clearly on the Exhibits A-D. The BUA from
the original permit is incorporated into this permit package and we
have shown and included an additional sidewalk in the Graham —
Hewlett Courtyard.
b. The BUA shown on the exhibits differs slightly from the BUA
shown on the bid alternate site plan. For instance, the design of
the utility building, the sidewalks between the utility building
and Building 1, and the design of the fenced utility area between
the parking lot and Building 3 were different. Please confirm the
proposed site layout is presented consistently between the
exhibits and the bid alternate site plan sheets.
Response:
The plans are all reprinted with this submittal. There was a change in
the Regional Utility Building that had not been updated in the plan set.
Its correct BUA was incorporated in the previous submittal. All plan
sheets have been updated. CS-100 ALT provides the BUA accounted
for in the permit and calculations.
c. The site plan indicates that a subsurface reinforced turf is
proposed for fire access. These types of surfaces generally are
either compacted or use structural support such as a plastic turf
reinforcing grid, which is considered a type of pervious
pavement. Please confirm, if this surface was considered as BUA,
infiltrating permeable pavement for BUA credit, or a pervious
surface. If this area is an infiltrating permeable pavement, please
update the application package to document the design and that
it meets the requirements listed in 15A NCAC 02H.1055. If this
WKW&CREED

area is considered to be a pervious surface, please provide a
cross-section of this area demonstrating that it will not be
impervious or partially impervious as outlined in G.S. 143-
214.7(b2).
Response:
The adjacent grass pave system is considered pervious. This area will
only be driven on in afire emergency. Any other vehicles on this access
will remain on the concrete portion and not on the grass pave.
4. 15A NCAC 02H.1042(2)(f): The incremental volumes of the main pool
and forebay presented in the stage -storage calculations at an elevation of
30.0 appear to consider a height of 1 ft instead of the provided 0.5 ft
difference. Please confirm the information presentedinthe stage -storage
tables.
Response:
We have updated the CG-504 sheet and the calculations I supplement as
necessary to correct this item. The forebay berm top elev = 29.00' or 1.0' below
permanent pool.
5. 15A NCAC 02H.1053(1):
a. Please confirm that the chosen sizing method (SAIDA or HRT) is
being used to only size the main pool surface area and volume
and does not include the forebay. The surface area presented and
compared against the minimum required surface area is for the
entire pond, including the forebay.
Response:
We used the SAIDA Method to size the Main Bay. WE have provided
an additional calculation sheet that outlines the MDC's required for a
Wet Pond. The calculations, drawings, and supplement has been
updated to reflect the appropriately sized Main Bay.
b. The third #1 item under the wet pond MDC section of the
supplement reports the total permanent pool volume, including
both the main pool and the forebay. Please only report the main
pool volume in the third #1 item under the wet pond MDC
section of the supplement.
Response:
This item has been revised on the supplement form.
6. 15A NCAC 02H.1053(2):
a. The average depth calculation was based on the entire pond, not
just the main pool. Please determine the average depth of just the
main pool.
Response:
This has been corrected. Please see the added MDC Calculations for the
revisions.
b. The supplement indicates that the vegetated shelf was included in
the calculation of average depth of the main pool; however, the
calculations show that Equation 3 was used. Equation 3 excludes
MCKIM&CREED

the vegetated shelf from the average depth calculation. Please
confirm the information is presented consistently.
Response:
We used Equation 3 in the average depth calculations for the Main Pool.
This is incorporated in the added MDC Calculations and revised in all
other calculations. The calculations now show that the shelf was
excluded in the average depth calculations.
7. 15A NCAC 02H.1053(5)(a): The calculations based the percent of forebay
volume provided against the total permanent pool volume provided
(main pool and forebay). Please compare the forebay volume against the
main pool volume only.
Response:
With the corrected Main Pool sizing, the forebay has also been sized
appropriately and presented in the revised plans and calculations.
8. 15A NCAC 02H.1053(5)(b): The supplement reports the depth at the
forebay entrance is 12 inches while the depth at the forebay exit is 78
inches. The forebay entrance must be deeper than the forebay exit. Please
reconsider the depths presented on the supplement and/or the forebay
design.
Response:
This has been corrected in the calculations and supplement form. The depth at
the inlet of the forebay is deeper than the outlet of the forebay as required.
9. 15A NCAC 02H.1053(3) and (5): The supplement reports the clean -out
depth for the forebay as 66 inches which appears to relate to 15A NCAC
02H.1053(5)(d) that indicates when maintenance activity is to occur.
However, the supplement is intended to document the design condition
of the wet pond. In the sixth #5 item under the Wet Pond MDC, please
report the provided sediment storage, which appears to be 12 inches.
Response:
This has been corrected in the calculations and supplement form. The depth is
now presented correctly as 12-inches.
10. 15A NCAC 02H.1050(4): The flows reported on the provided energy
dissipater design calculations do not appear to be consistent with the peak
discharge from the 10-year storm event shown in the Hydraflow
Hydrograph Report. Please provide additional documentation or
engineering calculations demonstrating that the inlets and outlets of the
SCM will be non -erosive during the peak flow from the 10-year storm
event.
Response:
The 10-year flows are taken from the Hydraflow modeling. As there are 2 outlet
pipes we provided the outlet pad calculations by single pipe and then doubled it.
The corrected outlet pad sizing is shown on the plans, details, and in the
V MCMM&CREED

calculations.
11. 15A NCAC 02H.1042(2)(g)(vii): Please double check the details of the
stormwater collection system.
a. In comparing the proposed stormwater collection system, the
proposed elevations, and the pipe information, several areas do
not appear to provide positive drainage. This is evidenced by the
negative pipe slopes on CM402. Please ensure the runoff will be
directed to the wet pond.
Response:
All runoff from the proposed P3 Project is directed to SCM-1. The
negative slopes shown previously have been corrected on the revised
plans and tables. The main trunk line always has flowed correctly into
the SCM-1, it was some of the roof laterals that were reversed.
b. The invert for YI-A88 is set at -0.5.
Response:
This has been corrected.
c. Several of the pipes have mislabeled details. For instance, the
details for CO-B54 and CO-65 include two invert out (INV OUT)
elevations with no invert inlet (INV IN) elevations. Labels for
several of the stormwater collection system structures could not be
found on the storm drainage plan (CO-B55, CO-B33, B130, and
B131. Please make sure the features of the system are identified.
Response:
This has been corrected
12. 15A NCAC 02H.1042(2)(g)(iii): Please provide the boundaries of all
wetlands on the plans or a note on the plans that none exist. If a note is
already on the plans, please provide a citation of where it can be
located.
Response:
A note has been added to the plans that Wetlands do not exist onsite. See sheet
CX100 Note 4.
13. 15A NCAC 02H.1042(2)(g)(ii.): Please provide two plan size copies of
the permit boundary exhibit with northings and eastings that have been
signed, sealed and dated to include in the plan set.
Response:
These are provided in this submission including seal and signature.
14. 15A NCAC 02H.1042(2)(g), .1042(2)(h), .1042(2)(i), .1042(2)(m), and
.1050(16): The following plan sheets were not signed, sealed, and dated:
CG100, CG105, and CG504. Please provide 2 copies of these plan sheets
that have been signed, sealed, and dated.
MCMM&CREED

Response:
All plan sheets have been appropriately signed and sealed. Two (2) copies of
the revised plan set is included.
15. 15A NCAC 02H.1042(2): Please email the supplement form to the email
address provided below so that it can be preserved electronically per
the regulatory requirements.
Response:
Corrected supplement form was been emailed on March 15, 2019.
16. The express additional information review fee has been waived. If a
second extensive request is needed, a fee may be assessed at that time.
Response:
Noted, and greatly appreciated.
Following your review of the 2nd Submittal, if there are any additional edits
needed, please do not hesitate to contact me.
Sincerely,
McKim & Creed, Inc.
I�j IV, .
Richard M. Collier, PE
Assistant Vice -President
Enclosures: Two (2) sets of revised calculations (cover page sealed)
Two (2) sets of the revised application, O&M, and supplement
Two (2) sets of the revised plan set dated March 15, 2019
CC: Mark Morgan, UNCW
Galen Jamison, PE, UNCW
Peter Aranyi, AIA, Clark Nexsen
v MCIQM&CREED

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Interim Director
March 8, 2019
NORTH CAROLINA
Environmental Quality
University of North Carolina - Wilmington
Attn: Vice Chancellor for Business Affairs
c/o Mark Morgan, Associate Vice Chancellor for Business Affairs -Facilities
601 S. College Rd.
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 021017
UNCW P3 Freshman Housing
New Hanover County
Dear Mr. Morgan:
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the subject project on March 4, 2019. A preliminary in-depth review
of that information has determined that the application is not complete and that additional information is
needed. To continue the review, please provide the following additional information:
e/1..+ 15A NCAC 02H. 1 042(2)(a)(iv) and .1042(2)(g): The exhibits for the project area and drainage
area do not include the future parking spaces currently located within the Cross City Trail permit
area approved under SW8 100405; however, built -upon area has been allocated for these future
parking spaces. Please confirm if these future parking spaces have been included in the overall
drainage area for this permit and/or if this area is considered another future sub -drainage area to
the pond. If these areas are included in the overall drainage area, please demonstrate so on the
plans. If these areas are not included in the overall drainage area, please consider including them
to avoid a future major modification to the permit.
Ok . 2. Recommendation for 15A NCAC 02H.102(2)(a)(iv): The 2,602 sf of future BUA allocated to the
P3 housing project appears to be dedicated for the future parking with no additional BUA for
potential future improvements. It is understood that there is future BUA dedicated to the future
recreation area and dining hall. If these three allocations of future development are for each of
the three projects individually, then there is little to no future BUA remaining for the P3 project.
To provide more flexibility in the future, please reconsider the future allocation to the P3 housing
project area.
3. 15A NCAC 02H .1042(2)(g)(v):
Ck a. The sidewalk and landscaping improvements approved under SW8 170907 around
Graham Hall are not shown on either the existing conditions or proposed site plans.
Please confirm if these improvements are still intended to be constructed or are no longer
proposed.
v/b. The BUA shown on the exhibits differs slightly from the BUA shown on the bid alternate
site plan. For instance, the design of the utility building, the sidewalks between the utility
building and Building 1, and the design of the fenced utility area between the parking lot
and Building 3 were different. Please confirm the proposed site layout is presented
consistently between the exhibits and the bid alternate site plan sheets.
c. The site plan indicates that a subsurface reinforced turf is proposed for fire access. These
types of surfaces generally are either compacted or use structural support such as a plastic
turf reinforcing grid, which is considered a type of pervious pavement. Please confirm if
this surface was considered as BUA, infiltrating permeable pavement for BUA credit, or
a pervious surface. If this area is an infiltrating permeable pavement, please update the
application package to document the design and that it meets the requirements listed in
15A NCAC 02H.1055. If this area is considered to be a pervious surface, please provide
a cross-section of this area demonstrating that it will not be impervious or partially
impervious as outlined in G.S. 143-214.7(b2).
D:-
W_ North Carolina Department of Environmental Quality I Division of Energy, Nrmeral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, North Carolina 28405
g
-4 910.796.7215

State Stormwater Permit No. SW8 021017
Page 2 of 3
v 4. 1.5A NCAC 02H.1042(2)(f): The incremental volumes of the main pool and forebay presented in
the stage -storage calculations at an elevation of 30.0 appear to consider a height of 1 ft instead of
the provided 0.5 ft difference. Please confirm the information presented in the stage -storage
tables:
,,.5._ 15ANCACO2H.1053(1):
>a. Please confirm that the chosen sizing method (SA/DA or HRT) is being used to only size
the main pool surface area and volume and does not include the forebay. The surface
area presented and compared against the minimum required surface area is for the entire
pond, including the forebay.
The third # 1 item under the wet pond MDC section of the supplement reports the total
permanent pool volume, including both the main pool and the forebay. Please only report
the main pool volume in the third # 1 item under the wet pond MDC section of the
supplement.
6. 15, � CAC 02H.1053(2):
a. The average depth calculation was based on the entire pond, not just the main pool.
Please determine the average depth of just the main pool.
—� b. The supplement indicates that the vegetated shelf was included in the calculation of
average depth of the main pool; however, the calculations show that Equation 3 was used.
Equation 3 excludes the vegetated shelf from the average depth calculation. Please
confirm the information is presented consistently.
1%7 15A NCAC 02H.1053(5)(a): The calculations based the percent of forebay volume provided
against the total permanent pool volume provided (main pool and forebay). Please compare the
forebay volume against the main pool volume only.
15A NCAC 02H.1053(5)(b): The supplement reports the depth at the forebay entrance is 12
inches while the depth at the forebay exit is 78 inches. The forebay entrance must be deeper than
the forebay exit. Please reconsider the depths presented on the supplement and/or the forebay
design.
\'e19. 15A NCAC 02H.1053(3) and (5): The supplement reports the clean -out depth for the forebay as
66 inches which appears to relate to 15A NCAC 02H.1053(5)(d) that indicates when maintenance
activity is to occur. However, the supplement is intended to document the design condition of the
wet pond. In the sixth #5 item under the Wet Pond AMC, please report the provided sediment
storage, which appears to be 12 inches.
V//1"O. 15A NCAC 02H.1050(4): The flows reported on the provided energy dissipater design
calculations do not appear to be consistent with the peak discharge from the 10-year storm event
shown in the Hydraflow Hydrograph Report. Please provide additional documentation or
engineering calculations demonstrating that the inlets and outlets of the SCM will be non -erosive
during the peak flow from the 10-year storm event.
11, 15A NCAC 02H.1042(2)(g)(vii): Please double check the details of the stormwater collection
system.
✓a. In comparing the proposed stormwater collection system, the proposed elevations, and
the pipe information, several areas do not appear to provide positive drainage. This is
evidenced by the negative pipe slopes on CM402. Please ensure the runoff will be
directed to the wet pond
mob. The invert for YI-A88 is set at -0.5.
c. Several of the pipes have mislabeled details. For instance, the details for CO-B54 and
CO-65 include two invert out (INV OUT) elevations with no invert inlet (INV IN)
elevations.
7 d. Labels for several of the stormwater collection system structures could not be found on
the storm drainage plan (CO-B55, CO-1333, B130, and B131. Please make sure the
features of the system are identified.
✓i2. 15A NCAC 02H. I 042(2)(g)(iii): Please provide the boundaries of all wetlands on the plans or a
note on the plans that none exist. If a note is already on the plans, please provide a citation of
where it can be located.

State Stormwater Permit No. SW8 021017
Page 3 of 3
1'13. 15A NCAC 02H.1042(2)(g)(ii): Please provide two plan size copies of the permit boundary
exhibit with northings and eastings that have been signed, sealed and dated to include in the plan
set.
14. 15A NCAC 02H.1042(2)(g), .1042(2)(h), .1042(2)(i), .1042(2)(m), (16): The following
plan sheets were not signed, sealed, and dated: CG100, CG105, an CG504. ease provide 2
/ copies of these plan sheets that have been signed, sealed, and dated.
✓15. 15A NCAC 02H.1042(2): Please email the supplement form to the email address provided below
so that it can be preserved electronically per the regulatory requirements.
16. The express additional information review fee has been waived. If a second extensive request is
needed, a fee may be assessed at that time.
Please remember to confirm that any revised information is presented consistently throughout the
application documents including calculations, supplements, narrative, and plans. Please also remember to
provide two hard copies of any updated documents per 15A NCAC 02H.1042(2).
The requested information should be received in this Office by March 15, 2019, or the application will
be returned as incomplete. If the project is returned and you wish to re -submit to the Express Program,
you will need to reschedule the project through the Express Coordinator for the next available review date
and will need to resubmit all required items at that time, including the application fee.
If additional time is needed to submit the requested information, please email your extension request,
prior to the original due date, to the Division at the email address provided below. The extension request
must include ajustification and a date of when the requested information will be submitted to the
Division, which shall be no later than 5 business days past the original due date. Please remember that
extension requests delay the issuance of the final permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the State assigned project number
on all correspondence. If you have any questions concerning this matter, please feel free to call me at
[phone] or email me at [e-mail].
Sincerely,
(%Wwe qa&
Christine Hall
Environmental Engineer
GDS/canh: \\\Stormwater\Permits & Projects\2002\021017 HD\2019 03 addinfo 021017
cc: Richard Collier, PE; McKim & Creed, Inc.; via email
Wilmington Regional Office Stormwater File

` Hall, Christine
From: Hall, Christine
Sent: Friday, March 08, 2019 2:27 PM
To: 'Richard Collier'; Brock Daniel; [e-mail]; Mark Morgan
Cc: Weaver, Cameron
Subject: request for additional info, P3 Freshman Housing, SW8 021017
Attachments: 2019 03 addinfo 021017.pdf
Gentlemen,
Attached is a pdf of the request for additional information for the subject project. Please let me know if you have any
questions or concerns.
Please also remember to label any packages submitted with "EXPRESS".
Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
'Nothing Compares
i=rnaii
1

Hall, Christine
From: Hall, Christine
Sent: Wednesday, March 06, 2019 3:47 PM
To: 'Richard Collier'; Brock Daniel
Cc: Galen Jamison ([e-mail]); Weaver, Cameron
Subject: RE: [External] Revised Exhibit B and New Exhibit C (P3 Drainage Area Map)
The northings and eastings are fine but it needs to be on a signed, sealed and dated plan sheet as part of the plan
package per .1042(2)(g).
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Efnail correspondence to and fr,c)f,ei this address is subject to the
North Caratina Pobiic Records Law and may be disclosec'to th rd p,
From: Richard Collier<[e-mail]>
Sent: Tuesday, March 05, 2019 9:09 AM
To: Hall, Christine <[e-mail]>; Brock Daniel <[e-mail]>
Cc: Galen Jamison ([e-mail]) <[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: RE: [External] Revised Exhibit B and New Exhibit C (P3 Drainage Area Map)
External email. Do not click links or open attachments unless you verify. Send ail suspicious email as an attachment to
Christine:
Attached Is the updated 0&M Page 4 of 4 with the accurate Temp Pool Elev of 33.00
Within the narrative and calculation documents we provided an exhibit of the overall project area with Northing and
Eastings on each point of the boundary. We determined that B&D on such small boundary line segments was very hard
to maintain or read. Will these coordinates be acceptable as a substitution for B&D? Or, we can create a B&D map that
approximates the overall project and drainage area and apply bearings and distances to longer line segments. Which
would you prefer?
Richard

From: Hall, Christine <[e-mail]>
Sent: Tuesday, March 5, 2019 8:53 AM
To: Richard Collier<[e-mail]>; Brock Daniel <[e-mail]>
Cc: Galen Jamison ([e-mail]) <[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: RE: [External] Revised Exhibit B and New Exhibit C (P3 Drainage Area Map)
Gentlemen,
I was going back through the package delivered late Friday afternoon and realized that the letters requesting the two
permits be rescinded were from McKim & Creed, not UNCW. Only the permittee may request permits to be
rescinded. Please provide letters from UNCW asking for those permits to be rescinded as soon as possible.
Also, it doesn't look like several of the items we discussed in the meeting were updated. The 0&M agreement still lists
the temporary pool elevation as 32 and I did not see bearings & distances on the project area (.1042(2)(g)(ii)). Since
these are minor and the review can still continue, they will be included in the letter requesting additional information.
In the meantime, since this was delivered after noon on Friday, these projects will be logged in as received on 3/4/19.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hallifncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
From: Richard Collier <[e-mail]>
Sent: Friday, March 01, 2019 8:37 AM
To: Hall, Christine <[e-mail]>; Brock Daniel <[e-mail]>
Cc: Galen Jamison ([e-mail]) <[e-mail]>
Subject: Re: [External] Revised Exhibit B and New Exhibit C (P3 Drainage Area Map)
External �' yverify.
vial email. Do not click li[�ti[ n�t�!rrients unless you vent .Send all sus �civus emaaf as an attachment to.
.,f � i a I # l,'•
Thanks Christine. We are amending Exhibit B and it's table as recommended. Yes, looks like a layer was off on Exhibit C,
we will correct.
We appreciate all your help and comments. Will be delivering the package this afternoon.
Richard M. Collier
McKim & Creed
[phone]

Hall, Christine
From: Hall, Christine
Sent: Tuesday, March 05, 2019 8:53 AM
To: 'Richard Collier'; Brock Daniel
Cc: Galen Jamison ([e-mail]); Weaver, Cameron
Subject: RE: [External] Revised Exhibit B and New Exhibit C (P3 Drainage Area Map)
Gentlemen,
I was going back through the package delivered late Friday afternoon and realized that the letters requesting the two
permits be rescinded were from McKim & Creed, not UNCW. Only the permittee may request permits to be
rescinded. Please provide letters from UNCW asking for those permits to be rescinded as soon as possible.
Also, it doesn't look like several of the items we discussed in the meeting were updated. The 0&M agreement still lists
the temporary pool elevation as 32 and I did not see bearings & distances on the project area (.1042(2)(g)(ii)). Since
these are minor and the review can still continue, they will be included in the letter requesting additional information.
In the meantime, since this was delivered after noon on Friday, these projects will be logged in as received on 3/4/19.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
'A oth.mg C.or f-,Ores
Email correspondence to and from this address is subject to the
North Carolina PUblic Records Lavii and maybe disclosed to third patties.
From: Richard Collier <RCollier@ mckimcreed.com>
Sent: Friday, March 01, 2019 8:37 AM
To: Hall, Christine <[e-mail]>; Brock Daniel <[e-mail]>
Cc: Galen Jamison ([e-mail]) <[e-mail]>
Subject: Re: [External] Revised Exhibit B and New Exhibit C (P3 Drainage Area Map)
ernal e Its unless you verify. Send all suspicious email as an attachment to
sru—C. crate. ..- .
Thanks Christine. We are amending Exhibit B and it's table as recommended. Yes, looks like a layer was off on Exhibit C,
we will correct.
We appreciate all your help and comments. Will be delivering the package this afternoon.

-.. J
i 0.aG f k"I l
PARID: R05511-003-001-000
NC STATE OF
Parcel
601 COLLEGE RD S
Alt ID
314713.03.8441.000
Address
601 S COLLEGE RD
Unit
City
WILMINGTON
Zip Code
-
Neighborhood
CHBC3
Class
GOV-Exempt Government
Land Use Code
821-Educational
Living Units
Acres
648.92
Zoning O&I-1-OFFICE & INSTITUTION (GENERAL)
Legal
Legal Description
(648.92 ACRES) UNIVERSITY OF NC @ WILMINGTON
Tax District
WM
Owners (On January1st)
Owner
NC STATE OF
City
RALEIGH
State
NC
Country
Zip
27603
THE DATA IS FROM 2018
ECEIVE
MAR 0 4 2019
U"-- •""-.r.t+,,,.,._,-- nCZI1 nnz not nnn11i12 Pin In

f
Fcr DEQ Use ONLY
1 a+R1 �O Reviewer ,
North Carolina Department of Environmental Quality b a fj
Request for Express Permit Review j Time
51i�
6e\k I7�V7 Ll Time'
��
ianriTt: �'..
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
package of the protect location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(Mncdenrgov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leefncdenrpov
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107; marcia allocco(cDncdenr goy
• Washington Region -Lyn Hardison 252-948-3842 or iyn.hardisonAncdenroov
• Wilmington Region -Cameron Weaver910-796-7303 or cameron.weaverOncdenrgov
NOTE; Project application received after 12 noon will be stamped in the following work day.
Project Name: UNCW - P3 HOUSING County: NEW HANOVER
Applicant: MARK MORGAN Company: UNCW
Address: 601 SOUTH COLLEGE RD. City: WILMINGTON, State: NC Zip: 28403-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:UNCW CAMPUS (SEE EXHIBIT)
related tc this Proigct
P:PI' S
E&S
E&S
Other --
Project Drains into BRADLEY CREEK waters — Water classification SC:HQW:# (DWR Surface Water Classifications Map)
Project Located in WHITE OAK River Basin. Is project draining to class ORIN waters? N, within '/z mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: RICHARD COLLIER, PE Company: MCKIM&CREED
Address: 243 NORTH FRONT ST. City: WILMINGTON, State: NC Zip: 28401-_
Phone: [phone], Fax: _ = Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$ # JOBS
SEC T iON ONE: REQUESTING A SCOPING MEETING ONLY felt 7 �?'Dl9'
❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YQU ARE REQUESTING FOR EXPRESS PERMITTING
® 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
ElHigh Density -Other _ # Treatment Systems / 0 MOD: ❑ Major ❑ Minor ElPlan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with acres to be disturbed. (CK # & Amt. (for DEQ use))
SECTION THREE —,PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJEC'T.I;fgr both scouina and express,meetina r -, nest,
Wetlands on Site ❑ Yes ® No
Wetlands Delineation.has,.been completed: ❑ Yes ❑ No
US ACOE Approval bf Delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
Fee_ Split for multiple permits: (Check#
Buffer Impacts: ❑ No ® YES: .1 5acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
1
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$ I
LQS
$
Stream Deter,_
$ I
NCDEQ EXPRESS March 2016

UNCW P3 HOUSING
WILMINGTON, NC
NEW HANOVER COUNTY, NC
NCDEQ NARRATIVE FOR
STORMWATER MANAGEMENT
Prepared for:
University of North Carolina - Wilmington
601 South College Rd.
Wilmington, NC 28403
Prepared by:
v VM M&CREED
243 North Front Street
Wilmington, NC 28401
[phone]
Project #4999-0014
NOVEMBER 2018

PROJECT SUMMARY
The P3 Housing project will deliver approximately 1800 new student beds through a
Public/Private/ Partnership (P3) at UNC Wilmington. The student beds will be housed between
four (4) multi -story buildings that will supplement existing on -campus housing and will
establish a campus quad to enhance the student housing experience. The new student housing
will include pedestrian walkways, student parking, and other site improvements required to
facilitate utilities and solid waste disposal. The State Construction Office (SCO) is the review
and approval authority having jurisdiction over all documents required for construction.
EXISTING CONDITIONS
The project site is situated in the southeast portion of the UNC Wilmington campus. It is
bounded by the Blumethenthal Wildflower Preserve to the north; the intramural recreational
fields and Walton Drive to the east; and Riegel Road to the south and west. A portion of this
site is currently made up of (13) two-story housing buildings which will be demolished as they
are aging and in need of repair. There is also existing parking and walkways which will be
redeveloped to better serve the new housing plans.
The existing topography has an average slope just under 1.0%. Stormwater runoff on the site
currently drains into the Bradley Creek watershed. Bradley Creek has a current surface water
classification of SC; HQW.
Based on the USDA National Resources Conservation Service Soil Survey, the underlying soils
within the project area are predominantly Baymeade fine sands (Bn), Murville fine sand, (Mu),
Pantego loam (Pn), Seagate fine sand (Se) and Urban (Ur). See soils map in supporting
documentation of this report for more detailed information.
PROPOSED CONSTRUCTION
There will be (4) student housing buildings, a single service yard building for the domestic and
fire pumps, and (4) utility buildings to house chiller equipment for individual buildings. The
total proposed impervious is 7.84 acres which includes parking and any hardscape associated
with pedestrian walkways and gathering areas.
A Certificate of Approval has already been issued for Stage 1 Erosion Control plans and
included a General Construction Stormwater Permit. The intent of this initial permit was to
allow early installation of some erosion control measures, clearing and grubbing, and
demolition of existing (2) story student housing that is in disrepair.
EIn
RIEC
MAR 13 20
BY•

All temporary erosion control measures will be installed prior to the start of any significant land
disturbance activities; this excludes those minimal activities required for installation of the
measures. These measures will protect against offsite sedimentation during these early phase
construction activities.
FUTURE DEVELOPMENT
A student dining facility with associated parking and pedestrian access is currently planned for
developing the northern portion of this site. There is also a plan to redevelop the existing
recreation area such that the final build -out of this site is synchronized and coordinated. We
included future allocations in our stormwater management calculations to account for these
development plans. We anticipate +/- 26 acres to drain to a regional stormwater pond located
across Walton Drive from this site.

Weaver, Cameron
From: Brock Daniel <[e-mail]>
Sent: Thursday, November 15, 2018 4:16 PM
To: Weaver, Cameron
Cc: Richard Collier, Tim Clark
Subject: [External] Express Stormwater Submittal Meeting Request
Attachments: Express Permit Request Package.pdf
;Faciernal_ernaii. Don- k links-ar apen a;tacisr�n.l_.....�enfl�l];:s�spiciau._a��,a�ayttachm�nt.tc
Hey Cameron,
As previously discussed, we would like to get a submittal meeting scheduled for an Express Stormwater Permit. The
attached document and information should be what you need to get us on your schedule. If there's anything else you
require, please let us know and we will get it to you. Otherwise, please let us know once you have a date.
Thanks,
Br ocic IDanaei I ::,zninr t ..-- siciler
T 91.0.J;4,3.Itr4i�
24 l'7lRi tip Fi C4'FNC. 221:01-
bdanieI00mckimcreed.com I www+mckimcrPed.con-ii
Voted "Best Firm To Work For" '.­ot�p,
Fo serid r repa file larger t lam 20NIB please click here
Disclaimer
;,'s rn .; ; c rld iiy iik's try wismitted 'xitid it re coniidenti_l >,md ir. ildec sole6�y for the use of the individual or entity to t,vh ''n they
a.-e addroFsed. Ir NC;. Fv_ rece i'i,tA tills e-mail in errcr p1._ :se nobfN; the system m8nc 2;'.r. ple asi' note that any viev 5 or opinSons
in Chis <'.-•mJi: are solely t7,osc of the ?lithQ; _ ,!Odi do r':ot nee".:essadly reprz EEpi;t those of the corn any. Finai!y, tile! vecip:enC
.3;,ou;a ch-_c`=_ this e-mzai! ;:nti any ; .t chrncnts for tPe presence of viruses. The comr);my accepts no liabilit v f3­ �nv darna:;ii caused
LMy viru_ "rarlE•mitted by dlis !--.Al.
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Weaver, Cameron
From: Brock Daniel <[e-mail]>
Sent: Wednesday, November 28, 2018 3:34 PM
To: Weaver, Cameron
Cc: Richard Collier, Tim Clark
Subject: [External] FW: Express Stormwater Submittal Meeting Request
Attachments: 181128_Overall Site Plan.pdf
MAN 9
%rnal email. npt click [inks or Open attachments unless verified. Send all suspicious email as an attachment to
Hey Cameron,
I received your voicemail and have attached an 11x17 version of our current site plan for the P3 Housing project. I
believe this is what you requested and should provide a better visual of what is being proposed for this site. It is
primarily the construction of (4) student housing buildings with associated parking and essential site improvements. The
SCM located across Walton Drive will treat all of the new impervious plus additional BUA allocations for future
development of a rec area and dining hall located to the north of Buildings 3 and 4.
Please review the attachment along with our narrative, which we previously submitted, and that should paint a more
clear picture of what we're proposing.
I assume you are still working with Christine on getting us a submittal date scheduled?
Thanks
From: Brock Daniel
Sent: Thursday, November 15, 2018 4:16 PM
To: 'Weaver, Cameron' <[e-mail]>
Cc: Richard Collier <[e-mail]>; Tim Clark <[e-mail]>
Subject: Express Stormwater Submittal - Meeting Request
Hey Cameron,
As previously discussed, we would like to get a submittal meeting scheduled for an Express Stormwater Permit. The
attached document and information should be what you need to get us on your schedule. If there's anything else you
require, please let us know and we will get it to you. Otherwise, please let.us know once you have a date.
Thanks,
Brock i0aniel
T ff 4.::J.4.'. �)4V—
C]
4
itl iF t'i�ni. J:.. �: � V1tili�i 284 t."
bdaniel(&mckimcreed.com I viviwanckimcreed.com
Voted "Best Firm To Work For" - Zvveio G?roap

-VeAeA,
I \VX
\%,.4L
yzv4.
T.--) �.encl a file larazi- r.hgn 20MB please click here
Disclaimer
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Ll�,-; the individual or uitiu- tc. t.- Y
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UNCW (P3) FRESHMAN HOUSING
WILMINGTON, NC
NEW HANOVER COUNTY, NC
NCDEQ NARRATIVE FOR
STORMWATER MANAGEMENT
Prepared for:
University of North Carolina - Wilmington
601 South College Rd.
Wilmington, NC 28403
Prepared by:
46
M iW
243 North Front Street
Wilmington, NC 28401
[phone]
Project #4999-0014 (40)
ECEiVE
MAR 0 4 2019
BY.-
It f fff
= '� SEAL��'�'=
March i, 2019 022574
a' ••

UNCW (M) Freshman Housing Project
Stormwater Permit Narrative
1.0 - PROJECT SUMMARY
The UNCW P3 Freshman Housing project ("P3 Project") will deliver approximately 1,800 new
student beds through a Public/Private/ Partnership (P3) at UNC Wilmington. The student beds
will be housed in four (4) multi -story buildings that will supplement existing on -campus
housing and will establish a campus quad to enhance the student housing experience. The new
student housing will include pedestrian walkways, student parking, and other site
improvements required to facilitate utilities and solid waste disposal.
The stormwater management plan for the P3 Project is to provide a wet detention pond
(SCM#1) for the treatment of the appropriate design storm event and provide attenuation of the
post development runoff for the 2-year storm event. Discharge from SCM#1 will be conveyed
thru an outlet structure and outfall pipe to the unnamed blue line tributary to Bradley Creek.
The P3 Project will treat the built upon area to the 1.5" Design Storm.
The alternate site plan (see plan sheet CS-100ALT) illustrates all built upon area (BUA) at the
time of full buildout. The full plan set illustrates the improvements associated with the base
bid and may not include all BUA as shown on CS-100ALT. nis narrative and associated
stormwater permit; analysis, calculations, and documentation are based on the full buildout
BUA as illustrated on CS-100ALT. The P3 Project Permit Area is 31.50 acres. The P3 Project
Permit Area (see Exhibit-B) is comprised of the following:
1. Proposed P3 Project Area (includes SCM#1 Area)
2. Future Recreational Field Area
3. Future Dining Hall Area
4. Existing The Hub and Bypass
The SCM#1 Drainage Area is 30.30 acres (see Exhibit-C). This drainage area is comprised of the
following:
1. The in mediate area surrounding the P3 Project Area (including the SCM#1 area);
2. The existing recreational fields and area of a future dining facility adjacent to Price's
Road and north of the P3 Project;
3. The existing runoff from Graham -Hewlett Hall roof drainage, courtyard and sidewalks;
4. The existing parking Lot O for Graham -Hewlett residents;
5. The existing expansion to parking Lot O (permitted in 2002); and
6. The existing service area north of Belk Hall
. McKIM&CREED
ENGINEERS SURVEYORS PLANNERS UNCW P3 Project P a g e 12

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
The P3 Project Permit will amend the following stormwater permits:
1. Major Modification to SWM Permit SW8 021017 (Parking Lot O - 2002 Expansion)
2. Rescind SW8 160103 (The llub)
3. Rescind SW8170907 Graham Hall Improvements
2.0 - EXISTING CONDITIONS
The P3 Project site is situated in the southeast portion of the UNC Wilmington campus. It is
bounded by the Blumenthal Wildflower Preserve to the north; the intramural recreational fields
and Walton Drive to the east; and Riegel Road to the south and west. A portion of this site is
made up of thirteen (13) two-story housing buildings which are being demolished (University
Apartments). There are existing parking lots and walkways which will be demolished /
redeveloped to better serve the new housing plans.
The existing topography has an average slope of approximately 1.0%. Existing elevations range
from a high of 44.0' AMSL to 34.0' AMSL and drain generally to the east. Stormwater runoff on
the site currently drains into the Bradley Creek watershed via an unnamed blueline tributary.
Bradley Creek has a current surface water classification of SC; HQW.
Based on the USDA National Resources Conservation Service Soil Survey, the underlying soils
within the project area are predominantly Baymeade fine sands (Bn) [A soil], Murville fine sand
(Mu) [A/D soil], Pantego loam (Pn) [B/D soil], and Seagate fine sand (Se) [A/D soil]. See soils
map (See Exhibit-D) and curve number results in the supporting documentation of this report
for more detailed information.
See Exhibit-E: USGS Quad Map.
3.0 - EXISTING STORMWATER MANAGEMENT PERMITS (Exhibit -A)
1. The P3 Project is within an established portion of the UNCW Campus. The majority of
the area was constructed prior to the enactment of the NC 1988 Stormwater Permitting
requirements. Belk Hall, Galloway Hall, Graham Hall and Hewlett Hall, Parking Lot O
adjacent to Graham -Hewlett, the loading / unloading zone east of Galloway Hall and
north of Belk Hall, the on -campus apartments and walkways, and the two surface lots
known as Parking Lot P were all constructed in the late 1970's and early 1980's. See
Exhibit-K existing aerial mapping and historical archive data for more information on
the Pre-1988 areas.
16
. ► McIQM&CREED
ENGINEERS SURVEYORS PLANNERS UNCW P3 Project page 13

UNCW (M) Freshman Housing Project
Stormwater Permit Narrative
2. SW8 021017 - Parking Lot O Expansion Permit: In 2002 this stormwater permit was
issued for the installation of the Parking Lot O expansion near the intersection of Riegel
Road and Walton Drive on the UNCW Campus. See Exhibit -A for more information.
3. SW8160103 - The Hub: This project, which consists of a permeable pavement
infiltration SCM was permitted and constructed in approximately 2016. See Exhibit -A
for more information.
4. SW8170907 - Graham Hall Stormwater and Landscape Improvements. This permit was
issued in 2017 for the installation of a permeable paver sidewalk on the west end of
Graham Hall and proposed drive isle and parking spaces in the courtyard. See Exhibit -
A for more information.
See Exhibit-L: Existing Stormwater Permit Drawings.
4.0 — PROPOSED P3 PROTECT MODIFICATIONS TO EXISTING SWM
PERMITS
1. SW8 021017 - Parking Lot O - Expansion 2002:
a. Major Modification to incorporating the existing BUA (to remain) and proposed
BUA
2. SW8160103 - The Hub:
a. Rescind Permit. Drainage areas will be incorporated into the P3 Project Permit
Area, however, are not included in the SCM#1 Drainage Area.
Refer to Rescission Letter dated February 27, 2019.
3. SW8170907 - Graham Hall Stormwater and Landscape Improvements:
a. Rescind Permit. Drainage area will be incorporated into the P3 Project SCM#1
DA. Refer to Rescission Letter dated February 27, 2019.
5.0 - PROPOSED CONSTRUCTION
There will be four (4) multi -story student housing buildings, a service yard and building which
will house the domestic water and fire service pumps, as well as chiller equipment for the four
(4) buildings. The P3 Project proposed built upon area is 13.83-acres which includes parking
and any hardscape associated with pedestrian walkways and gathering areas and the future
recreational fields and dining hall. See CS-100ALT.
A Certificate of Approval was issued for Stage 1 Erosion Control and includes an NPDES
General Construction Stormwater Permit. The intent of this permit allows early installation of
erosion control measures, clearing and grubbing of the P3 Project area, demolition of the
existing two-story student housing structures, installation of Sediment Basin 1 (future SCM#1),
ENGINEERS S4&CREED
UNCW P3 Project P a g e 14

UNCW (M) Freshman Housing Project
Stormwater Permit Narrative
relocation of water services that exist under the area of Sediment Basin 1 footprint, and
miscellaneous underground utilities (not considered as built upon area).
Erosion control measures will be installed prior to the start of significant land disturbance
activities; this excludes those minimal activities required for installation of the measures. These
measures will protect against offsite sedimentation during the early phase of construction
activities.
The P3 Project will have multiple stages of erosion control throughout the duration of
construction. The stages are based upon the general contractor's logistics and construction
sequencing.
6.0 - FUTURE DEVELOPMENT
An approximate 20,000 SF student dining facility with associated parking and pedestrian access
is planned for the northern portion of the stormwater project area. There is a proposed plan to
redevelop the existing recreational area (north of. the P3 Project) such that the final build -out of
this site is synchronized and coordinated. Future impervious allocation is included in the
proposed stormwater management calculations for SCM#1. Future Dining Hall BUA = 60,000
SF- Future Recreational Area BUA=150,000 SF.
7.0 - P3 PROJECT PROPOSED STORMWATER MANAGEMENT
An approximate 1.20-acre Wet Pond (SCM#1) will be constructed for the stormwater
management of the P3 Project. SCM#1 will provide the required water quality treatment (see
section 6.0 above) and peak flow attenuation of the 2-year and 10-year 24-hour storm events.
See Exhibits F, G, H, I & J.
Storm Event
Pre -Development Runoff
Post Development Runoff
2-year, 24-hr storm event
56.06 cfs
38.48 cfs
10- ear, 24-hr storm event
106.19 cfs
115.82 cfs
SCM#1 is designed to collect and treat runoff from the existing conditions described in sections
2.0 and 3.0 above; proposed P3 Project construction; and future planned development located
north of the P3 Project area.
McIGM&CREED
ENGINEERS SURVEYORS PLANNERS UNCW P3 Project P a g e

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
Exhibits:
1. Exhibit
- A: Existing Conditions
2. Exhibit
- B: P3 Project Permit Area
3. Exhibit
- C: SCM#1 Drainage Area
4. Exhibit
- D: NRCS Web Soil Survey Mapping
5. Exhibit
- E: USGS Quad Map
6. Exhibit
- F: Pre And Post Development Curve Number Calculations
7. Exhibit
-�
S. Exhibit -
H: ham_,.,,.D,,�� aw
9. Exhibit - I: Outlet Structure Floatation Design and Outfall Riprap Sizing
10. Exhibit - J: Hydraflow Results for SCM#1 Storm Routing (2, 10, 25, 50, & 100-Year Events)
11. Exhibit - K: Existing Aerial Photographs for Pre-1988 Areas &
Archive Data from Randall Library
12. Exhibit - L: Existing Stormwater Management Permit Drawings
MCFMV&CREED
ENGINEERS SURVEYORS PLANNERS UNCW P3 Project P a g e 16

Exhibit - A
Existing Conditions

S
2
11
4
E
D
CI
B
a
w
PARKING
LOT L
(FUTURE
PARKING
DECK)
BWETf ENTHAL
WILDFLOWER
PRESERVE
m.
m
GALLOWAY
(built Pre-1987
y
�I
_ 10
EXISTING PERMITTED--!
PROJECT BOUNDARY
(THE HUB)
TO BE RESCINDED
n
s - OVERALL I
PROJECT LIMITS .
J
STUDENT
RECREATION
CENTER
f P3 STUDENT HOUSING
PROJECT MILLENNIAL LIMITS
40 j
�y
E ING s
CA, S ` 4 ;
ENTS°
wilt a-1988) `/��,. EXISTIN
ARKING LO P
ilt Pre-198
EXISTING DA 1
(built Pre-1988)
TING!'M 20
\ ;§a
mL
t11 r��
Ru
am
BARKING' D.
0,
•.. LOT J � {
EXISTING PERMITTED —
PROJECT BOUNDARY
(GRAHAM HALL IMPROVEMENTS)
TO BE RESCINDED
/
i
F '
j
SCHWARTZ,
i HALL
rf
I
II--
LIONFISH bRfVE
I'
� I I
EXISTING PERMITTED
PROJECT BOUNDARY
(PARKING LOT "O")
f EXISTING TO BE MODIFIED
a oo PARKING LOT O.
nF J (built Pre-1988)
�r \
TIDE DRIVE
�SL.i� 1 `'•w ..
RIEGEL ROAD �� I
WOOD DALE EXISTING PERMITTED
PROJECT BOUNDARY OVERALL
DRIVE (CROSS -CITY TRAIL) PROJECT LIMITS
TO REMAIN UNCHANGED
iJl \CW.
UnNersKy of North Cmline at Wilmington
Student Housing
Public -Private Partnership
601 S CG9ege Rd, Wdminngglopn, NC 29403
Balfour Beatty
Campus ` 1ms
Balfour Beatty
Construction
SCO# 18.19231-0iB
DEBIGNM
CLARKNEXSEN
1523 ELIZABETH AVENUE, SUITE 300
CHARLOTTE, NORTH CAROLINA 28204
704 377-BBOD
CLARK NEXSEN LICENSE NUMBER: G1028
A MMMM CREED
CIVIL ENGINEER
243 NORTH FRONT STREET
WILMINGTON, NORTH CAROLINA
28401
910.343.1048
PROFESSION SEW_
SFAL -`
2b74 =
03-Ot-2019
SUBMIT.
STORMWATER PERMIT SET
REVISIONS —
NEY RAN
LEGEND
OVERALL PROJECT LIMITS
AND NEW PERMIT LIMITS
P3 STUDENT HOUSING
PROJECT LIMITS
EXISTING PERMIT WSW81709U
INDE
TO GE RESCINDED
(GRAHAM
(G
EXISTING PERMITWSWS021017
TO BE MODIFIED
I
(PARKING LOT 0)
W"'CO
F`� `9
TO BEI RESCINDED
HUS-PERMEABLE PAVEMENTI
SHEEP
Lei`+-'-J✓ INFILTRATION SCM)
EXISTING CONDITIONS WITH
\ti EXISTINGESPERMIT WSWS 160103
TO BE RCINDED
PROJECT LIMITS AND PERMIT BOUNDARIES
(THE HUMYPASS)
r\7>\'7 7j EXISTING PERMIT "M ION05
UNCHAN,\(ROSMAImT�L) D
EXHIBIT -A
-
I�
SCALE' 111:
DESIGN. TRCJBPD
DMMN TRGSPD
REVIPW. WC

Exhibit — B
P3 Project Permit Area

2
E
A
C
B
PARKING LOT
(FUTURE: PARKING
DECK)
3
BLUETHENYHAL
WILDFLOWER
PRESERVE
BELK HALL
(bull[ P-1988) !I
m GALLOWAY
(bui@ Pre-1988)
a
0
PROPOSED P3 HOUSING-J
FUTURE BUAJ
PROJECT BOUNDARY
WOOD DALE DRIVE
PERMITTED
PROJECT BOUNDARY
FOR SW8100405
(CROSS -CITY
x ..
Rptofix
LIONFISH DRIVE
TIDE DRIVE
PROPOSED P3 HOUSING
PROJECTBOUNDARY
(MAJOR MODIFICATION TO
SW8021017, PARKING LOT"O"
{
1 !
ate,+1.�.
RIEGEL ROAD
I
1\> `�
Student Housing
Public -Private Partnership
601 S College Rd, Wlmingtan, NC 28403
Banwr gem
calms Swum
BaHOUP Beatty
consbwom
SC0918.19231-01B
tv
CLARKNEXSEN
1523 ELIZABETH AVENUE, SUITE 300
CHARLOTTE, NORTH CAROLINA 28204
704-377.8800
CLARK NEXSEN LICENSE NUMBER: C-1028
4,
_AC &CREED
CIVIL ENGINEER
243 NORTH FRONT STREET
WILMINGTON, NORTH CAROLINA
28401
910.343.1048
PROFESSIONAL SFAL
=%y EA6'IMriQ' `ter:
03-01� 2019
s"TTN
STORMWATER PERMIT SET
REVISIONS
LEGEND
NEW PERMIT LMITS
NEYRAN
••= FUTURE DINING AREA
- PROJECTLIMITS
f-A-4-A-I
- FUTURE RECREATIONAL FIELDS
--- -� PROJECT LIMITS
- P3 STUDENT HOUSING
PROJECT LIMBS
THE HUB BUILDING AND
PERMEABLE PAVEMENT
TO REMAIN
\� THE HUB PASS AREA
SHEET
To REMAIN
PROPOSED CONDITIONS WITH
\ 1 EMSTING PERMITfIBW31ODID3
^
PROJECT LIMITS AND PERMIT BOUNDARY
'{ TO REMAIN UNCHANGED
LU `�_ j (CROSS CRY TRAIL)
:.. FUTURE
EXHIBIT-B
® eD a tea•
rev
SCALE I,
DESIGN. TRCIBPD
DWWN TRCIBPO
RENEW WIC

Exhibit - C
SCM#1 Drainage Area

4
5 16 ---] T TA 10"'-''[ A T
E
10
c
B
Yr.
BLUETHENTHAL
WILDFLOWER
PRESERVE:
PARKING LOT L ,.
(FUTURE PARKING
DECK)
STUDENT
RECREATION ,
CENTER
I
'ICHWARTZ HALL
FUTURE DRAINAGE AREA '
FOR DINING HALL AND
REC AREA
12.16 ACRES TO z
REGIONAL WET POND /
-' -
r � ' ' I AREA TO REGIONAL
WET POND AT
— — ULTIMATE BUILD -OUT
30.30 ACRES
A, P3 DRAINAGE AREA LIONFISH DRIVE
eALLowriv Q 18.14 ACRES TO
(b 'It P 1988) ' O�
DI
R
REGIONAL
WET POND
g
THE HUB
R Gil }.
.UTILITY BLDG
BUILDING 1
. "•
f' ..
GRAHAM HEWLETT
-
'
4 - -- •
1 PARKING LOT J
I
(built PrB-1988) (bulk Pre-19B8)
- -
\JIIIIJ
r
'Lf
THE HUB
-
DRAINAGE AREA
TO PERMEABLE.
PAVEMENT SCM
I_
(0.40 ACRES)
t
1 -
THE HUB
-
RIEGEL ROAD
BY-PASS
FUTURE BUA
DRAINAGE AREA
70 REMAIN
(0.80 ACRES)
WOOD DALE DRIVE
TIDE DRIVE
LEGEND
ULTIMATE BUILD43UT
DRAINAGE AREA
P3 STUDENT HWSING
aa-aaaaaaaa DRAINAGE AREA (PROPOSED)
I DINING HALL AND RECREATION AREA
- - - - - - POST DEVELOPMENT
DRAINAGE AREA (FUTURE)
THE HUB
PERMEABLE PAVEMENT SCM
(TO REMAIN)
THE HUB BY-0
(TO REMAIN)
® BP PO W
6PIMPW"I'l scA;F " e>
UNversit7 of North Carolina at Wilmington
Student Housing
Public -Private Partnership
601 S College Rd, Wilmington, NC M03
Balfour Beatty
carom solutions
Balfour Beatty
iwuction
SCO# 18-19231-01B
DESIGNM
CLARKNEXSEN
1523 ELIZABETH AVENUE, SUITE 300
CHARLOTTE, NORTH CAROLINA 28204
7D4-3T7-8800
CLARK NEXSEN LICENSE NUMBER: C-1028
CIVIL ENGINEER
243 NORTH FRONT STREET
WILMINGTON, NORTH CAROLINA
28401
910.343.1048
Pwssim-sm
ff1L
N':
2 22874 '-
��'a'!RD IL CC�•a
03-01-2019
SUBM1TN.
STORMWATER PERMIT SET
R&SIONS - —
KE RAN
P3 HOUSING DRAINAGE AREA MAP
EXHIBIT-C
DESIGN. TRGBPD
DRAWN TRCiBPD
REV EW RMC

P3 PROJECT PERMIT BOUNDARY
DATE: 03.01.19
SCALE: 1 " = 200'
POINT LAT/LONG DATA
#
LATITUDE
LONGITUDE
1
173048.13
2341080.46
2
173044.64
2341086.74
3
172974.53
2341210.61
4
172964.15
2341204.72
5
172942.33
2341243.22
6
172952.74
2341249.12
7
172886.26
2341366.58
8
172876.61
2341361.26
9
172860.76
2341372.26
10
172840.57
2341376.34
11
172832.39
2341376.74
12
172807.40
2341371.35
13
172767.63
2341431.90
14
172755.69
2341424.73
15
172751.77
2341422.00
16
172743.34
2341411.04
17
172725.83
2341438.35
18
172736.49
2341442.18
19
172742.28
2341445.17
20
172754.59
2341451.77
21
172743.33
2341468,91
22
172730.80
2341488.27
23
172716.80
2341510.50
24
172704.01
2341531.69
25
172676.37
2341574.47
26
172633.44
2341640.21
27
172620.25
2341661.33
28
172595.30
2341698.73
29
172586.46
2341712.93
30
172581.25
2341721.38
31
173064.05
2342026.45
32
173023.89
2342089.95
33
172978.98
2342198.88
34
173040.04
2342235.86
35
173042.61
2342237.52
36
173055.80
2342245.36
37
173071.78
2342266.60
38
173071.85
2342266.95
39
173065.25
2342302.80
40
173056.79
2342316.20
41
173069.86
2342375.30
42
173091.90
2342389.50
43
173135.17
2342391.44
44
173255.40
2342328.47
45
173250.40
2342228.68
46
173043.91
2342099.39
47
173083.21
2342038.55
48
173256.13
2342147.81
49
173262.30
2342152.41
50
173463.68
2342281.90
POINT LAT/LONG DATA
#
LATITUDE
LONGITUDE
51
173564.46
2342231.99
52
173820.10
2342104.95
53
174162.46
2341995.87
54
174213.52
2341981.03
55
174314.01
2341936.57
56
174384.16
2341885.04
57
174426.65
2341828.03
58
174440.33
2341809.28
59
174534.82
2341865.42
60
174534.75
2341880.50
61
174561.47
2341838.22
62
174547.64
2341845.13
63
174454.55
2341789.81
64
174481.96
2341752.30
65
174269.50
2341639.38
66
174237.52
2341621.48
67
174074.98
2341531.56
68
173994.03
2341488.51
69
173959.32
2341467.87
70
173902.08
2341436.33
71
173863.07
2341416.70
72
173797.74
2341382.89
73
173751.33
2341409.79
74
173759.14
2341361.76
75
173767.60
2341308.19
76
173783.68
2341317.32
77
173791.25
2341303.99
78
173803.71
2341311.06
79
173819.98
2341282.41
80
173808.39
2341275.83
81
173831.38
2341235.32
82
173823.73
2341207.63
83
173824.36
2341202.11
84
173827.80
2341195.91
85
173856.85
2341144.87
86
173867.13
2341150.66
87
173884.67
2341122.13
88
173873.75
2341114.13
89
173876.21
2341103.17
90
173861.33
2341092.33
91
173837.04
2341129.75
92
173819.09
2341141.52
93
173795.33
2341137.32
94
173779.39
2341128.36
95
173709.84
2341250.85
96
173700.70
2341245.69
97
173693.07
2341259.18
98
173680.30
2341251.97
99
173678.46
2341255.23
100
173667.43
2341249.00
POINT LAT/LONG DATA
#
LATITUDE
LONGITUDE
101
173660.86
2341240.98
102
173668.48
2341227.48
103
173659.34
2341222.32
104
173640.93
2341196.06
105
173624.92
2341187.53
106
173614.87
2341184.91
107
173614.65
2341182.30
108
173613.03
2341179.85
109
173610.58
2341178.57
110
173607.76
2341177.52
111
173603.98
2341175.31
112
173613.53
2341153.81
113
173625.02
2341108.39
114
173623.57
2341108.29
115
173613.34
2341119.92
116
173570.50
2341153.50
117
173552.50
1 2341159.00
118
173532.52
2341158.85
119
173507.50
2341149.50
120
173465.29
2341122.58
121
173470.28
2341112.42
122
173425.78
2341087.47
123
173405.12
2341083.82
124
173389.52
2341072.32
125
173369.36
2341058.89
126
173384.15
2341030.40
127
173318.38
2340992.00
128
173357.00
2340925.00
129
173348.00
2340919.50
130
173338.97
2340932.32
131
173330.07
2340921.06
132
173317.35
2340912.18
133
173332.00
2340885.53
134
173343.09
2340867.09
135
173349.53
2340853.77
136
173326.59
2340836.90
137
173340.24
2340794.25
138
173327.38
2340789.70
139
173315.13
2340824.67
140
173300.27
2340817.79
141
173297.00
2340828.50
142
173295.61
2340834.89
143
173305.81
2340839.33
144
173304.50
2340859.00
145
173324.40
2340881.57
146
173320.31
2340888.27
147
173300.50
2340866.50
148
173291.76
2340899.94
149
173196.15
2340849.20
150
173167.17
2340857.13
POINT LAT/LONG DATA
#
LATITUDE
LONGITUDE
151
173163.72
2340867.01
152
173157.94
2340882.31
153
173277.63
2340946.83
154-
173264.45
2341001.35
155
173236.03
2341053.33
156
173220.73
2341081.02
157
173184.23
2341147.84
158
173174.38
2341141.48
159
173066.60
2341074.15
160
173063.39
2341073.34
173058.76
2341073.90
L62
173051.23
2341077.45
173048.13
2341080.46

Exhibit - D
NRCS Web Soil Survey Mapping

3 Soil Map —New Hanover County, North Carolina 3
ki (UNCW-P3 HOUSING) -
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A Map projection: Web Mercator Comer 000rdlnates: WGSB4 Edge tics: UTM Zone 1M WGS84
Natural Resources Web Soil Survey 11/9/2018
Conservation Service National Cooperative Soil Survey Page 1 of 3

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Soil Map —New Hanover County, North Carolina
UNCW P3 HOUSING
Map Unit Legend
Map Unit Symbel
Map Unit Narne
Acres in A01
Percent of AOI
Be
Baymeade fine sand, 1 to 6
percent slopes
5.2
23.7%
Le
Leon sand
0.2
0.7%
Mu
Murville fine sand
8.0
36.6%
Pn
Pantego loam
0.2
0.8%
Se
Seagate fine sand
8.3
38.2%
Totals for Area of Interest
21.8
100.0%
_ Natural Resources Web Soil Survey 11/9/2018
Conservation Service National Cooperative Soil Survey Page 3 of 3

Exhibit - E
USGS Quad Map

SCALE 1:24000
FEET

Exhibit - F
Pre And Post Development Curve
Number Calculations

�MCKIM&CRIEEID
SCS CURVE NUMBER CALCULATION
PROJECT: DATE PREPARED: 1/14/2019
UNCW - P3 HOUSING
DESCRIPTION: PREPARED FOR: UNCW
SCS METHOD FOR CURVE NUMBERS
ENGINEER: PREPARED BY. REVIEWED BY:
BPD RMC
PROJECT NO.4999-0014
PRE Development
% Coverage by Hydrologic Soil Group
Soil Type
A B C
D
Baymeade fine sand
237,243
Murville fine sand
563,444
Pantego loam
126,418
Seagate fine sand
332,397 1,259,502 28.91
Total =
18.8% 0.0% 0.0%
81.2% 100%
SCS CN by Hydrologic Soil Group
Weighted
%
Land Use
A B C
D
CN
Coverage
Grassed Open Space (Good)
39 61 74
80
72.3
72%
Newly Graded Areas
77 86 91
94
90.8
0%
Impervious
98 98 98
98
98.0
28%
100.0%
Corepoelte CN = 79.48
NOTES:
1. SCS Runoff Curve Numbers taken from NRCS TR •55 Table 2-2a, and City of Wilmingotn Standards Manual Table H-2, page 5-53
2. Soil data taken from NRCS Web Soil Survey.
McKim Creed, Inc.
243 N Front Street
Wilmington, North Carolina 28401
[phone]
1of1

FKIM&CREED
SCS CURVE NUMBER CALCULATION
PROJECT: DATE PREPARED: 1/14/2019
UNCW - P3 HOUSING
DESCRIPTION: PREPARED FOR: UNCW
SCS METHOD FOR CURVE NUMBERS
ENGINEER: PREPARED BY: REVIEWED BY:
BPD RMC
PROJECT NO.4999-0014
POST Development
% Coverage by Hydrologic Soil Group
Soil
A B C D
Baymeade fine sand 237,243
Murville fine sand 563,444
Pantego loam 126,418
Seagate fine sand 332,397 1,259,502 28.91
Total = 18.8% 0.0% 0.0% 81.2% 100%
SCS CN by Hydrologic Soil Group
Weighted
%
Land Use
A B C
D
CN
Coverage
Grassed Open Space (Good)
39 61 74
80
72.3
57%
Newly Graded Areas
77 86 91
94
90.8
0%
Impervious
98 98 98
98
98.0
43%
100.0%
Composite CN = 83.34
NOTES:
1. SCS Runoff Curve Numbers taken from NRCS TR-55 Table 2-2a, and City of Wilmingotn Standards Manual Table H-2, page 5-53
2. Soil data taken from NRCS Web Soil Survey.
McKim Creed, Inc.
243 N Front Street
Wilmington, North Carolina 29401
[phone]
1of1

TABLE H-2
SCS Curve Numbers for Various Cover Conditions
Hydraulic Soil Group Percent
Cover Description A B C D Impervious
Fully Developed Urban Areas
Open Space
Poor Condition (<50% grass)
68
79
86
89
Fair Condition (50-75% grass)
49
69
79
84
Good Condition (>75% grass)
39
61
74
80
Impervious areas
Pavement, roofs
98
98
98
98
Gravel
76
85
89
91
Dirt
72
82
87
89
Urban Districts
Commercial and Business
89
92
94
95
Industrial
81
92
94
95
Residential areas (by lot size)
1/8 acre (town houses)
77
85
90
92
1/4 acre
61
75
83
87
1/3 acre
57
72
81
86
1/2 acre
54
70
80
85
1 acre
51
68
79
84
2 acres
46
65
77
02
Agricultural areas
Pasture, grassland
Poor
68
79
86
89
Fair
49
69
79
84
Good
39
61
74
80
Meadow (mowed)
30
58
71
78
Brush
Poor
48
67
77
83
Fair
35
56
70
77
Good
30
48
65
73
Woods and Grass (Orchard)
Poor
57
73
82
86
Fair
43
65
76
82
Good
32
58
72
79
Woods
Poor
45
66
77
83
Fair
36
60
73
79
Good
30
55
70
77
Row Crops, straight, good
67
78
85
89
Row Crops, contoured, good
65
75
82
86
Small Grain, good
63
75
83
87
Farmsteads
59
74
82
86
Source:SCS TR-55 (SCS, 1986)
5-53
85
72
65
38
30
25
20
12

TABLE H-1
Hydrologic Soil Groups for Local Soil Types
Map Hydrologic Soil Type
Symbol Soil
Group
Ba
D
Bayboro
• Be
Al
Baymeade
Bh
*
Baymeade-Urban Land Complex
Bp
*
Borrow Pit
Cr
C
Craven
DO
D
Dorovan
JO
D
Johnston
Ke
A
Kenansville
Kr
A
Kureb
Ku
*
Kureb-Urban Land Complex
La
A
Lakeland
Le
B/D
Leon
Lo
*
Leon -Urban Land Complex
1
Ls
C
Lynchburg
Ly
B/D
Lynn Haven
Mp
*
Mine Pits
Mu
A/D
Murville
Nh
A
Newhan
No
B
Norfolk
On
B
Onslow
Pm
D
Pamlico
Pn
B/D
Pantego
Ra
B/D
Rains
Rm
A
Rimini
Se
A/D
Seagate
Sb
*
Seagate -Urban Land Complex
St
C
Stallings
TM
*
Tidal Marsh
To
C
Torhunta
Ur
*
Urban Land
Wa
A
Wakulla
Wo
B/D
Woodington
Wr
C
Wrightsboro
* Requires field Judgment
A/D Refers to drained/undrained.
Sources: Urban Hydrology for Small Watersheds, USDA-SCS, 210-V1-TR-55, Second Ed.,
June 1986.
5-52

Chapter 2 Estimating Runoff
Table 2-2a Runoff curve numbers for urban areas -V
Cover description
Cover type and hydrologic condition
Fully developed urban areas (vegetation established)
Technical Release 55
Urban Hydrology for Small Watersheds
Curve numbers for
hydrologic soil group
Average percent
impervious area 2/ A B C D
Open space (lawns, parks, golf courses, cemeteries, etc.) 3(:
Poor condition (grass cover < 5096)..........................................
Fair condition (grass cover 50% to 75%)..................................
Good condition (grass cover > 75%).........................................
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way).............................................................
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way)................................................................................
Paved; open ditches (including right-of-way) ..........................
Gravel (including right -of -way) .................................................
Dirt (including right -of -way) ......................................................
Western desert urban areas:
Natural desert landscaping (pervious areas only) At .....................
Artificial desert landscaping (impervious weed barrier,
desert shrub with 1- to 2-inch sand or gravel mulch
and basin borders)......................................................................
Urban districts:
Commercial and business.................................................................
Industrial.............................................................................................
Residential districts by average lot size:
1/8 acre or less (town houses)..........................................................
1/4 acre................................................................................................
1/3 acre................................................................................................
1/2 acre................................................................................................
1 acre...................................................................................................
2 acres..................................................................................................
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) 5/
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
68
79
86
89
49
69
79
84
39
61
74
80
98
98
98
98
98
98
98
98
83
89
92
93
76
85
89
91
72
82
87
89
63
77
85
88
96
96
96
96
85
89
92
94
95
72
81
88
91
93
65
77
85
90
92
38
61
75
83
87
30
57
72
81
86
25
54
70
80
85
20
51
68
79
84
12
46
65
77
82
77 86 91 94
i Average runoff condition, and Ig = 0.2S.
2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are
directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in
good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
(210-VI-TR-55, Second Ed., June 1986) 2s

USDA
United States
Department of
Agriculture
Natural
Resources
Conservation
Service
Conservation
Engineering
Division
Technical
Release 55
June1986
Urban Hydrology
for Small
Watersheds
TR-55
To show bookmarks which navigate through the document.
Glick the show/hide navigation pane button , and then
click the bookmarks tab. It will navigate you to the contents,
chapters, rainfall maps, and printable forms.

Exhibit - G
NCDEQ Retention Requirement
Summary with Attacbments A. and E
tared-P-� -)-e-2 6eA A
ccA c Ut GA:vv�,� .

Exhibit - I
Outlet Structure Floatation Design
and Outfall Riprap Sizing

Bouvanev Calculations for Pond Outlet Structure
UNCW - P3 PROJECT
Riser (Box Only, w/o Footing)
Riser Inner Width 4 It
Riser Inner Length 9 ft
Wall Thickness U 5 ft
Riser Depth 6 it
Riser Inner Volume
216 of
Riser Concrete Volume
84 cf
Total Buoyant Force
18,720 lb
Concrete Weight
12,600 lb
Desired Factor Of Safety
1.25
Total Weight Required
23,400 lb
Additonal Weight Required
10,800 lb
Volume of Additional
Concrete Required
150 CF
Calculations for Additional Required Concrete:
Poured Concrete (Bottom of Riser below Outlet Pipe)
Base Width
5 ft
Base Length
loft
Required Base Depth
3.00 36 inches
Set Depth to min
1.5 ft
Poured Concrete Volume
(Bottom of Riser)
75 CF
Volume of Additional
Concrete Required
75 CF
Footing/Base
Base Width
it
Base Length
11 it
Required Base Depth
1.14 14 inches
Set Depth to min
ft
Concrete Base Volume
83 CF
Calculation Summary
Riser Inner Volume
Riser Concrete Volume
Poured Concrete Volume
Footing/Base Volume
Total Buoyant Force
Riser -Concrete Weight
Poured Concrete Weight
Footing/Base Concrete Weight
Total Resisting Force
Factor of Safety
Calculations sy: BPD
Date: 2/26/2019
Project: 04999-0014
216 cf
84 cf
75 of
83 cf
28,548
12,600 lb
11,250 lb
12,375 lb
36,225 lb
1.27

Exhibit — j
Hydraflow Results for SCM#1
Storm Routing (2, 10, 25, 50, &
100-Year Events)

Hydraflow Fable of Contents
190219 Wet Pond Routing_049990014.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 03 / 1 / 2019
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
2 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pre Developed Condition...................................................... 4
Hydrograph No. 2, SCS Runoff, Post Developed Condition .................................................... 5
Hydrograph No. 3, Reservoir, Routed...................................................................................... 6
PondReport - SCM-1.......................................................................................................... 7
10 - Year
SummaryReport......................................................................................................................... 8
HydrographReports................................................................................................................... 9
Hydrograph No. 1, SCS Runoff, Pre Developed Condition...................................................... 9
Hydrograph No. 2, SCS Runoff, Post Developed Condition .................................................. 10
Hydrograph No. 3, Reservoir, Routed.................................................................................... 11
25 - Year
SummaryReport....................................................................................................................... U
HydrographReports................................................................................................................. 13
Hydrograph No. 1, SCS Runoff, Pre Developed Condition .................................................... 13
Hydrograph No. 2, SCS Runoff, Post Developed Condition ........... :...................................... 14
Hydrograph No. 3, Reservoir, Routed.................................................................................... 15
50 - Year
SummaryReport....................................................................................................................... 16
HydrographReports................................................................................................................. 17
Hydrograph No. 1, SCS Runoff, Pre Developed Condition .................................................... 17
Hydrograph No. 2, SCS Runoff, Post Developed Condition .................................................. 18
Hydrograph No. 3, Reservoir, Routed.................................................................................... 19
100 - Year
SummaryReport ....................................................................................................................... 20
HydrographReports................................................................................................................. 21
Hydrograph No. 1, SCS Runoff, Pre Developed Condition .................................................... 21
Hydrograph No. 2, SCS Runoff, Post Developed Condition .................................................. 22
Hydrograph No. 3, Reservoir, Routed.................................................................................... 23

Watershed Model Schematic HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
1
i
legend
JWL Origin Description
1 SCS Runoff Pre Developed Condition
2 SCS Runoff Post Developed Condition
3 Reservoir Routed
Project: 190219_Wet Pond Routing_049990014.gpw I Friday, 03 / 1 / 2019

Hydrograph Return Period Req
ydra w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
---
-----
56.06
-----
------
106.19 127.55
146.94
167.37
Pre Developed Condition
2
SCS Runoff
----
----
69.78
---
---- --
126.77 150.79
172.46
195.22
Post Developed Condition
3
Reservoir
2
------
38.48
------
----
115.82 142.42
162.25
183.39
Routed
Proj.
file: 190219_Wet
Pond
Routing_049990014.gpw
Friday,
03 /
1 / 2019

Hydrograph Summary RePor
ydraflow Hydrogrephs Extension for Autodesk®Civil 31082019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
M
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
56.06
1
737
270,742
----
-----
-----
Pre Developed Condition
2
SCS Runoff
69.78
1
732
296,376
--
-----
----
Post Developed Condition
3
Reservoir
38.48
1
748
233,290
2
33.91
125,616
Routed
190219_Wet Pond Routing_049990014.gp
Return Period: 2 Year
Friday, 03 / 1 / 2019

Hydrograph Deport
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Pre Developed Condition
4
Friday, 03 / 1 / 2019
Hydrograph type
= SCS Runoff
Peak discharge
= 56.06 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.28 hrs
Time interval
= 1 min
Hyd. volume
= 270,742 cuft
Drainage area
= 30.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 4.50 in
Distribution.
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] / 30.300
50.00
40.00
30.00
a#I1I1]
10.00
2 4 6 8
Hyd No. 1
Pre Developed Condition
Hyd. No. 1 -- 2 Year
Q (cfs)
60.00
50.00
l � �]
30.00
K41110]
10.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

.Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Post Developed Condition
5
Friday, 03 / 1 / 2019
Hydrograph type
= SCS Runoff
Peak discharge
= 69.78 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 296,376 cuft
Drainage area
= 30.300 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = ((12.430 x 98) + (16.480 x 72)] / 30.300
Post Developed Condition
Q (cfs) Hyd. No. 2 -- 2 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
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed Condition
Max. Elevation
Reservoir name
SCM-1
Max. Storage
Storage Indication method used.
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 3 6 9
Hyd No. 3
Routed
Hyd. No. 3 -- 2 Year
Friday, 03 / 1 / 2019
= 38.48 cfs
= 12.47 hrs
= 233,290 cult
= 33.91 ft
= 125,616 cult
Q (cfs)
70.00
50.00
40.00
30.00
20.00
H1 1*
0.00
12 15 18 21 24 27 30 33
Time (hrs)
Hyd No. 2 IF Total storage used = 125,616 cult

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 03 / 1 / 2019
Pond No. 1 - SCM4
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 30.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft)
0.00
30.00
1.00
31.00
2.00
32.00
3.00
33.00
3.50
33.50
4.00
34.00
4.50
34.50
5.00
35.00
5.50
35.50
Culvert / Orifice Structures
[A]
Contour area (sgft)
26,104
29,830
32,384
34,994
36,321
37,861
39,016
40,385
41,768
[B] [C] [PrfRsr]
Incr. Storage (cult)
0
27,967
31,107
33,689
17,829
18,496
19,169
19,850
20,538
Weir Structures
Total storage (cuft)
0
27,967
59,074
92,763
110,592
129,087
148,257
168,107
188,645
[A] [B] [C] [D]
Rise (in)
= 36.00
3.00 6.00
0.00
Crest Len (ft)
= 26.00
50.00
0.00
Inactive
Span (in)
= 36.00
3.00 96.00
0.00
Crest El. (ft)
= 33.50
34.50
0.00
0.00
No. Barrels
= 2
1 1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft) = 28.00
30.00 33.00
0.00
Weir Type
= 1
Broad
--
-
Length (ft)
= 50.00
1.00 0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.00
1.00 0.00
n/a
N-Value
= .013
.013 .013
n/a
Orifice Coeff. 0.60
0.60 0.60
0.60
ExfiI.0n1hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes Yes
No
TW Elev. (ft)
= 0.00
Note: CulverVOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risen; 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
30.00
0.00
0.00
0.00
--- 0.00
0.00
---
--- --
0.000
1.00
27,967
31.00
42.63 oc
0.22 is
0.00
-- 0.00
0.00
---
--
0.221
2.00
59,074
32.00
42.63 oc
0.32 is
0.00
0.00
0.00
--
---
--
0.324
3.00
92,763
33.00
42.63 oc
0.40 is
0.00
--- 0.00
0.00
---
---
-- -
0.401
3.50
110,592
33.50
42.63 oc
0.43 is
9.63 is
- 0.00
0.00
---
--- -
10.06
4.00
129,087
34.00
47.75 oc
0.46 is
16.68 is
- 30:61
0.00
---
---
-- ---
47.75
4.50
148,257
34.50
108.47 oc
0.36 is
21.53 iC
-- 86.58
0.00
--
- - --
108.47
5.00
168,107
35.00
148.89 is
0.20 is
16.28 is
--- 132.41 s 45.96
-
-
--- ---
194.85
5.50
188,645
35.50
161.25 is
0.15 is
11.98 is
-- 149.12 s 130.00
-
-
---
291.25

Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk® Civil 300 2019 by Autodesk, Inc. v2020
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
106.19
1
737
516,337 -----
---
---
Pre Developed Condition
2
SCS Runoff
126.77
1
732
546,718 ----
----
-----
Post Developed Condition
3
Reservoir
115.82
1
737
483,210 2
34.54
149,985
Routed
190219_Wet Pond Routing_049990014.gp
Return Period: 10 Year
Friday, 03 / 1 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Pre Developed Condition
9
Friday, 03 / 1 / 2019
Hydrograph type
= SCS Runoff
Peak discharge
= 106.19 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.28 hrs
Time interval
= 1 min
Hyd. volume
= 516,337 cuft
Drainage area
= 30.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] / 30.300
100.00
40.00
20.00
to
2 4 6 8
Hyd No. 1
Pre Developed Condition
Hyd. No. 1 -- 10 Year
Q (cfs)
120.00
100.00
- oU
�9
UIVR
20.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

"ydr®graph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Post Developed Condition
10
Friday, 03 / 1 / 2019
Hydrograph type
= SCS Runoff
Peak discharge
= 126.77 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 546,718 cuft
Drainage area
= 30.300 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(12.430 x 98) + (16.480 x 72)] / 30.300
MI O 1,
100.00
40.00
20.00
2 4 6 8
Hyd No. 2
Post Developed Condition
Hyd. No. 2 -- 10 Year
Q (cfs)
140.00
120.00
M11118If
ANIA
40.00
20.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydroegraph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed Condition
Max. Elevation
Reservoir name
= SCM-1
Max. Storage
Storage Indication method used.
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4 6
Hyd No. 3
Routed
Hyd. No. 3 -- 10 Year
Friday, 03 / 112019
= 115.82 cfs
= 12.28 hrs
= 483,210 cuft
= 34.54 ft
= 149,985 cult
Q (cfs)
140.00
120.00
100.00
-6 11
40.00
20.00
0.00
8 10 12 14 16 18 20 22 24 26
Hyd No. 2 TI= Total storage used = 149,985 cult Time (hrs)

12
Hydrograph Summary Rep®r
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
127.55
1
737
623,845
----
-----
----
Pre Developed Condition
2
SCS Runoff
150.79
1
732
655,171
-----
-----
-
Post Developed Condition
3
Reservoir
142.42
1
736
591,553
2
34.68
1!
Routed
190219 Wet Pond Routing_049990014.gp
Return Period: 25 Year
Friday, 03 / 1 / 2019

ydrograph Report 13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 03 / 1 / 2019
Hyd. No. 1
Pre Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 127.55 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.28 hrs
Time interval
= 1 min
Hyd. volume
= 623,845 cuft
Drainage area
- 30.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] / 30.300
Pre Developed Condition Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 — 80.00
80.00 60.00
40.00 40.00
20.00 20.00
000 - 000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Post Developed Condition
14
Friday, 03 / 1 / 2019
Hydrograph type
= SCS Runoff
Peak discharge
= 150.79 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 655,171 cuft
Drainage area
= 30.300 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(12.430 x 98) + (16.480 x 72)] / 30.300
Q (cfs;
160.00
140.00
f 414111
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 i- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph
Repo
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 03 / 1 / 2019
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 142.42 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.27 hrs
Time interval
= 1 min
Hyd. volume
= 591,553 cuft
Inflow hyd. No.
= 2 - Post Developed Condition
Max. Elevation
= 34.68 ft
Reservoir name
= SCM-1
Max. Storage
= 155,236 cuft
Storage Indication method used.
Routed
Hyd. No. 3 -- 25 Year
140.00
120.00
100.00
:1 IX,
1-.11111I]
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
:o ie,
40.00
20.00
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 = 155,236 cult

16
Hydrograph Summary Reporfi
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
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
146.94
1
736
722,428
------
-----
----
Pre Developed Condition
2
SCS Runoff
172.46
1
732
754,269
------
-----
-----
Post Developed Condition
3
Reservoir
162.25
1
736
690,567
2
34.80
160,025
Routed
L19C219—Wet Pond Routing_049990014.gp
Return Period: 50 Year
Friday, 03 / 1 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Pre Developed Condition
17
Friday, 03 11 / 2019
Hydrograph type
= SCS Runoff
Peak discharge
= 146.94 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.27 hrs
Time interval
= 1 min
Hyd. volume
= 722,428 cuft
Drainage area
= 30.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 9.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] / 30.300
Q (Cfs;
160.00
140.00
120.00
100.00
- It It
40.00
Q (Cfs)
160.00
140.00
120.00
E-11I1I17
40.00
20.00
0.00 1 i . .,--% I I I I I I I ... 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1
Time (hrs)

Hydrocgraph Report 18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 03 / 1 / 2019
Hyd. No. 2
Post Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 172.46 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 754,269 cuft
Drainage area
= 30.300 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 9.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(12.430 x 98) + (16.480 x 72)] / 30.300
Post Developed Condition
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 - 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
m Hyd No. 2

Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 31M 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed Condition
Max. Elevation
Reservoir name
= SCM-1
Max. Storage
Storage Indication method used
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
2 4 6
Hyd No. 3
Routed
Hyd. No. 3 -- 50 Year
Friday, 0311 / 2019
= 162.25 cfs
= 12.27 hrs
= 690,567 cuft
= 34.80 ft
= 160,025 cuft
Q (cfs)
180.00
160.00
140.00
120.00
100.00
E04a
60.00
40.00
20.00
0.00
8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Total storage used = 160,025 CA Time (hrs)

20
Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
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
167.37
1
736
827,209
------
----
-----
Pre Developed Condition
2
SCS Runoff
195.22
1
732
859,323
----
-----
---
Post Developed Condition
3
Reservoir
183.39
1
736
795,545
2
34.93
165,362
Routed
190219 Wet Pond Routing_049990014.gp
Return Period: 100 Year
Friday, 0311 / 2019

Hydrograph Report 21
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 03 / 1 / 2019
Hyd. No. I
Pre Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 167.37 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.27 hrs
Time interval
= 1 min
Hyd. volume
= 827,209 cuft
Drainage area
= 30.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] 130.300
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4
Hyd No. 1
L
Pre Developed Condition
Hyd. No. 1 — 100 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
U111111
20.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrocgraph Report 22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 03 / 1 / 2019
Hyd. No. 2
Post Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 195.22 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 859,323 cuft
Drainage area
= 30.300 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(12.430 x 98) + (16.480 x 72)] / 30.300
Post Developed Condition
Q (off) Hyd. No. 2 -- 100 Year Q (off)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrocgraph Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - Post Developed Condition
Max. Elevation
Reservoir name
= SCM-1
Max. Storage
Storage Indication method used
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 2 4 6
Hyd No. 3
Routed
Hyd. No. 3 -- 100 Year
Friday, 03 / 1 / 2019
= 183.39 cfs
= 12.27 hrs
= 795,545 tuft
= 34.93 ft
= 165,362 tuft
Q (cfs)
210.00
180.00
150.00
120.00
fill
Emil]
0.00
8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Total storage used = 165,362 cult Time (hrs)

Exhibit — K
Existing Aerial Photographs for
Pre-1988 Areas & Archive Data
from Randall Library

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W Apr.

Archives , Buildings Ft Landmarks > Hewlett Hall
Date Opened: 1978
Abbreviation: HE
Namesake: Addison Hewlett, Jr.
(1912-1989)
Above, Hewlett Hall circa 2004. Below, portrait of
Addison Hewlett.
Buildings Et Landmarks: Hsvvlfl t Hall
Building History
This residence hall opened for occupancy in 1978 and was
appropriately called 'Dorm '78.' This structure shares a common
lobby with Graham residence facility. In April 1979, the
building was dedicated as Hewlett Hall. It currently houses 200
students.
Namesake
The Honorable Addison Hewlett was a staunch supporter of
higher education. A native of Wilmington, Mr. Hewlett was
born in the Masonboro Sound area, the seventh generation of
his family raised there. He had a life long love of sports and
played locally as a 2nd baseman with the Clam Diggers team.
He was a veteran of World War II, who carried a small pouch of
Masonboro Sound soil with him to Europe. Mr. Hewlett, a
graduate of Wake Forest College and Law School, held the
position of Town Attorney for Carolina Beach (1951-1976). He
served as a member of the State House of Representatives
(1951-1959) and as Speaker of the House in 1959. In the 1960s,
it was with his persuasion that the State Budget Committee
included funding for Wilmington College. Mr. Hewlett was a
member of the Wilmington College (1963-1967) and UNCW
Board of Trustees (1973-1981), serving as Chairman 1975-1977.
He is the first person to receive the Honorary Doctor of Laws
Degree from UNCW. Because of his ardent support over the
years, Hewlett Hall is named in his honor. Addison Hewlett
was, "classified as a man who believes in services for the
people, education and efficient organization of government."
1,4-.-.,.a../.-1-/--,L+.....t 11121Pin 1n

Archives , Buildings £t Landmarks , Graham Hall
Date Opened: 1979
Abbreviation: GR
iNamesake: Frederick Bolles Graham
(1906-2000)
A,
Above, Graham Hall circa 2004. Below, portrait of
Frederick Graham.
Buildings & Landmarks: Gar aharn
Building History
This residence hall opened for occupancy in 1979 under the
name of 'Dorm '79.' Designed as a multi -functional, space
saving structure, it has a common lobby with its twin facility,
Hewlett Hall. The dedication ceremony to rename the building
as Graham Hall was held in November of 1985. It currently
serves as home to 200 students.
Namesake
Mr. Fred Graham played an instrumental role in the
development of Wilmington College. He was born in Wallace,
North Carolina and moved to Wilmington as a child. After his
1924 graduation from New Hanover High School, Mr. Graham
attended University of North Carolina Chapel Hill where he
earned a degree in Commerce (1928). He worked for
Wilmington Savings and Loan bank (now Wachovia Bank),
eventually becoming Vice President. He graduated from
Stonier School of Banking, Rutgers University in 1948. Mr.
Graham was one of the original members of the Wilmington
College Board of Trustees (1958-1969) and served as Chairman
(1968-1969). The leadership he provided while Chairman of the
Buildings and Grounds Committee established the uniform
Georgian architectural style currently used by all UNCW
structures today. It was also during his tenure that the present
site of the campus was selected. In recognition of his driving
vision for the UNCW campus, this residence hall was named in
his honor.
t.44..,,.. in:t....,,..., ­__ .a,. _. t. i ..tt , ,+: ,� i ..t+:_, , n.�t ��n t,,._....t 1 /11t Plnl n

Exhibit - L
Existing Stormwater
Management Permit Drawings

1.) THE CONTRACTOR SHALL FURNISH AND MAINTAIN ALL NECESSARY
BARRICADES AROUND THE WORK AND SHALL PROVIDE PRETECT10N
AGAINST WA70 DAMAGE AND SOIL EROSION.
2.) COMPACTION OF THE BACK FILL OF ALL TRENCHES SHALL BE
COMPACTED TO THE DENSITY OF 05% OF THEORETICAL MAXIMUM DRY
DENSITY (ASM D6981 BACK FELL MATERIAL SHALL BE FREE FROM
ROOTS, S7UMPS, OR 07HER FOREIGN DEBRIS AND SHALL BE
PLACED IN LIFTS NOT TO EXCEED 6 INCHES IN COMPACTED FILL
THICKNESS A REPORT FROM A GEOIECHNICAL ENGINEER
MAY BE REWIRED BY THE PUBLIC WORKS INSPECTOR CORRECTION
OF ANY TRENCH SETTLEMENT WITHIN A YEAR FROM THE DATE OF
APPROVAL WILL BE THE RESPONSIBILITY OF THE CONTRACTOR.
3.) MAXIMUM SLOPE OF EMBANKMENT SHALL RE 2.0 FEET HORIZONTAL TO
1.0 FEET VERTICAL OR PER APPLICABLE JURISDICTIONAL REGULATIONS.
xA rnvrvaw wN— ,m ltnYA,.a ML AJ EneLLGU. ALL rKUPU 2U
CONTOURS ARE FINISHEDGRADE
5.) . THE CONTRACTOR WILL INSURE THAT POSITIVE AND ADEQUATE
DRAINAGE IS MAINTAINED AT ALL TIMES WITHIN THE PROJECT
LIMITS. THIS MAY INCLUDE, BUT NOT BE LIMITED TO.
REPLACEMENT OR RECONSTRUC71ON OF .EXISTING DRAINAGE
STRUCTURES THAT HAVE BEEN DAMAGED OR REMOVED OR REGRADING
AS REWIRED BY THE ENGINEER. EXCEPT FOR THOSE DRAINAGE ITEMS
SHOWN AT SPECIFIC LOCATIONS AND HAVING SPECIFIC PAY ITEMS
IN THE DETAILED ESTIMATE. NO SEPARATE PAYMENT WILL BE MADE
FOR ANY COSTS INCURRED TO COMPLY WITH THIS REQUIEfMENT.
6.) EXCESS EARTH CUT MATERIAL. IF ANY, SHALL BECOME THE
RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE REMOVED FROM
THE SHE UNLESS OTHERWISE APPROVED 70 BE PLACED ON SITE BY
THE OWNER.
4) THE CONTRACTOR SHALL PROVIDE ANY AND ALL EXCAVATION AND
MATERIAL SAMPLES NECESSARY 70 CONDUCT REQUIRED SCIL TESTS.
ALL ARRANGEMENTS AND SCHEDULING FOR .THE TESTING SHALL BE
THE CONTRACTORS RESPONSIBILITY.
&) SOILS TESTING AND ON -SITE INSPECTION SHALL BE PERFORMED
BY AN INDEPENDENT OEOIECHNICAL ENGINEER. THE SOILS ENGINEER
SHALL PROVIDE COPIES OF TEST REPORTS 70 THE CONTRACTOR. -THE
OWNER AND THE OWNERS REPRESENTATIVES AND SHALL PROMPTLY
NOTIFY THE OWNER, HIS REPRESENTATIVE AND THE CONTRACTOR.
SHOULD WORK PERFORMED BY THE CONTRACTOR FAIL TO MEET THESE
SPECIFICATIONS
EL) ALL PROPOSED SPOT ELEVATIONS ARE FACE OF CURB AT THE GUTTER.
10.) DETENTION POND TO BE USED FOR SEDIMENT STORAGE DURING
CONSTRUCTION. POND TO BE RESTORED TO ORDINAL DESIGN ELEVATION
AFTER GRADING HAS BEEN COMPLETED.
tmue* P.v08A
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PIPE DATA
LINE
NUMBER
FROM
STRUCT.
NO.
TO
STRUCT.
NO. .
Pipe
Type/
CI..
Pipe
Size
In)
LENGTH
SLOPE
(s)
I UPSTREAM
INVERT
(ft
DOWNSTREAM
INVERT
ft
1
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END
III
18'
14 LF +
O.
32.57
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15
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4
END
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5
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0. 7
6
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7
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51
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END
MH-I
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NOTES:
M. THIS TRACT IS LOCATED IN FLOOD ZONE C ACCORDING
70 FEMA FIRM COMMUNITY -PANEL NO. 370171 0005 C,
MAP REVISED: NOVEMBER 4. 1957
2. VERTICAL DATUM IS PRELIMINARY AND PROVIDED BY
DRAPER ADEN ASSOCIATES, APEX, N.C.
3. LOCATION OF UNDERGROUND UTILITIES ARE APPROXIMATE
BASED UPON VISIBLE ABOVE GROUND IMPROVEMENTS AND
LOCATIONS OF MARKINGS BY UNC-W PHYSICAL PLANT.
ADDITIONAL UNDERGROUND UMIJMES NOT SHOWN HEREON
MAY EXIST. CONTRACTOR MUST CONFIRM PRESENCE OF UTILITIES
WITH APPROPRIATE UTILITY COMPANIES. BEFORE DIGGING.
LEGEND
g
SIGN
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PROPOSED INLET PROTECTION
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UNITS OF DISTURBANCE
-- cl—
PROPOSED SILT FENCE
__<m_
PROPOSED CONTOUR
PROPOSED TREE PROTECTION FENCING
36.58
PROPOSED SPOT ELEVATION
am am arm
PROPOSED DRAINAGE BOUNDARY
WETLAND NOTE:
NO WETLANDS EMST ON THE SUBJECT PROPERTY AS
PER MR. ROB MOUL. LAND MANAGEMENT INC.. CERTIFIED
WETLANDS ECOLOGISTS AND CORPS OF ENGINEERS CONCURRENCE.
GRAPHIC SCALE
0 10 20-- 40 60
SCALE: 1 "=20'
_]
UNC WILMINGTON UNCW SURFACE PARKING LOT '0" 3
801 SOUTH COLLEGE ROAD CODE 49728, ITEM 304 5
WILMMINGTON, NC 28403 GRADING & DRAINAGE PLAN

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MAP LEGEND
PROPOSED IMPERVIOUS (ROAD)
(8,371 SF)
PROPOSED IMPERVIOUS (ROOF)
(8,494 SF)
PROPOSED IMPERVIOUS (SIDEWALK)
(6,436 Sr)
PROPOSED PERMEABLE PAVEMENT
-' (8.518 SF)
E)ISTING IMPERVOUS
(16,841 SF)
PERMEABLE PAVER DRAINAGE .AREA
(17,250 SF)
®iii■ NEW PERMIT BOUNDARY
(96.389 SF)
GRAPHIC SCALE
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tntertek
July 24, 2018
UNC - Wilmington
601 South College Road
Wilmington, North Carolina 28403-5910
Attn: Mr. Galen M. Jamison
email: iamisongO-uncw.edu
Professional Service Industries, Inc.
5021-A W. WT Harris Blvd.
Charlotte, North Carolina 28269
Phone: [phone]
Fax: [phone]
Re: Report of Additional Services
Seasonal High Water Table Assessment and Infiltration Analysis
Proposed Freshman Housing Development
UNC - Wilmington
Wilmington, North Carolina
PSI Report No.: 0511856-2
Dear Mr. Jamison:
Professional Service Industries, Inc., an Intertek Company, is pleased to submit this letter report
of Seasonal High -Water Table Assessment and Infiltration Analysis performed by Land
Management Group, Inc. for the proposed Freshman Housing Development at the campus of
UNCW in Wilmington, North Carolina. These services were performed in accordance with PSI
Change Order No. 0511856-2 dated June 29, 2018, as authorized by Mr. Galen Jamison of
UNCW on July 2, 2018. The findings of the site investigation are included in this letter report.
We appreciate the opportunity to offer our services to your project and look forward to working
with you. Please call with any questions you may have, or if PSI can be of additional service.
Very truly yours,
PROFESSIONAL SERVICE INDUSTRIES, INC.
Andrew O. Steege, PG
Senior Geologist
www.intertek.com/building ton

LMG
LAND MANAGEMENT GROUP wc.
Environmental Consultants
July 18, 2018
Andrew O. Steege, P.G.
Intertek PSI
5021 West W.T. Harris Blvd.
Charlotte, NC 28269
Reference: Soil. Borings for Stormwater Assessment for the Proposed Dormitory
Expansion Project for UNCW, Wilmington, NC.
Andrew:
On Thursday, July 12, 2018, Land Management Group, Inc. evaluated the
proposed stormwater areas for the proposed construction of additional dormitories at
UNCW, Wilmington, NC. The project site is located on the east side of campus and just
off Riegel Drive. The purpose of the evaluation was, to describe the soil profile, quantify
the depth to the seasonal high water table (SHWT), quantify infiltration rates for the
project engineer. The site plan is shown in in Figure One.
Figure 1

Appendix A contains the soils map and the soils legend, from NRCS.
The soil profiles onsite most closely resemble the Baymeade, Murville and Seagate
series. The soil profile descriptions in Appendix B show the recorded depths from the
existing surface.
LMG was asked to provide the infiltration rate for each soil boring. Standard
auger borings extend to 60 inches below grade. The site was evaluated at a depth that is
24 inches above the SHWT, where feasible, which is the required separation by NC
DENR DWQ. Permeability was measured by a double -ring infiltrometer for the horizon
24 inches above the SHWT. Seasonal high-water tables within the soil profile are
determined for each profile based on morphological features. Permeabilities for other
layers are estimated by field texture and soil morphology. SHWT and soil permeability is
shown in Table One. Complete soil profile descriptions are shown in Appendix B.
TABLE ONE:
Soil
Contemporary
Soil
Permeability
Depth
Boring
(inches/hour)
(inches)
(inches)
est.
ST 1
26
6.50
2
ST 2
11
7.50
0
ST 3
54
9.50
30
ST 4
23
37.50
0
ST 5
19
12.50
0
ST 6
>60
1.75
36
ST 7
13
6.00
0
The official published description and physical and chemical data for the soil
series is for Baymeade, Murville and Seagate by the USDA Soil Survey for New
Hanover County. The soil borings most closely resemble the Baymeade series. The
Baymeade, Murville and Seagate soil series description are shown in Appendix C.
In summary, this site has an area that is proposed for stormwater basin placement.
This area has soils with contemporary seasonal high-water tables that range from 11 to
>60 inches from the soil surface as shown in Table One.
Please do not hesitate to contact me if you have any questions with this report or
if you wish for LMG to perform any additional site specific studies in accordance with
the NC DENR DWQ guidance memo. If you have any questions about this report or
need any additional information I may be reached at 910-452-0001, 910-620-1137 or at
[e-mail].
Sincerely,

G. Craig Turner
Senior Consultant
Land Management Group, Inc
3805 Wrightsville Ave., Suite 15
Wilmington, NC 28403
910-452-0001: Office
910-452-0060: FAX
910-620-1137: Cell
cturner@ lmgroup.net
N.C. Licensed Soil Scientist, #1091
www.lmgroup.net • [e-mail] - Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403

Appendix A
Soil Map

Unit Legend
Fur
AyesmOt'q132
t6TJb
I83
9<Y
38.6
lam ebeD'Y%31
le
ITlym an]
ra
5.3Y
W
1.1
8dt
rmm lmaeamlaevrl
nse
+one+t
r

Appendix B
Soil Profile Description

TABLE ONE:
Dormito Expansion
BORING#
HORIZON:
DEPTH
COLOR
EWT/OWT
TEXTURE
STRUCTURE
CONSISTENCY
PLASTICITY
PERM(in.) (iST1A
Fill 1
0-16
10 YR 312
sandy loam to loamy sand
wk., fine, sbk.
friable
non-plasticST1A
j
Fill 2
16-26
10YR 4/3
sandy loam to loamy sand
wk., fine, sbk.
friable
non -plastic
ST1A
Fill3
26-33
10YR 514
sand loam
wk. fine sbk.
liable
non lastic
ST 1A
CG1
33-55
10YR 4/3
26/>60
loam sand
sin le rained
friable
non lastic
ST 1A
CG2
55-60
10YR 6/2
coarse loam sand
sin le rained
liable
non- lastic
Boringterminated at 60"
Physical Water. >60" on 7-12-2018
SHWT:
26"
ST 2
A
0-8
10 YR 311, 811
loamy fine sand
wk., fine, sbk.
friable
non -plastic
6-8
ST 2
E
8-11
2.5Y all
loamy fine sand
single grained
liable
non -plastic
7.5'
ST 2
BH
11-21
10YR 3/1
11/55
loamy fine sand/fine sandy
loam1-2
fine, sbk.
friable
non -plastic
ST 2
BG
21-39
10YR 5/1
loamy sand
single grained
friable
non -plastic
2-3
ST 2
CG1
39-55
10YR 4/3
loam sand
single rained
friable
non -plastic
4-6
ST 2
CG2
55-60
10YR 6/2
coarse loamy sand
single grained
liable
non -plastic
6-10
Boring terminated at 60"
Physical Water. 55" on 7-12-2018
SHWT: @ 11"
ST 3
A
0-6
10 YR 8/1, 41
loamy fine sand
single grained
loose
non -plastic
>20
ST 3
E
6-14
10YR 8/1
fine sand
d
loose
non -plastic
>30
ST 3
BWH
14-19
10YR 4/3
loamy fine sand
d
friable
non -plastic
6-10
ST 3
BWH
19-45
10YR 5/4
loamy fine sand
.
friable
non -plastic
9.5'
ST 3
Cl
45-64
10YR 811
fine sand
Wsinglegrained
d
liable
non -plastic
>20
ST 3
C2
54-60
10YR 7/2
54/>60
fine sand
d
friable
non -plastic
>10
Boring terminated at 60"
Physical Water. >60" on 7-12-2018
SHWT:
0 54"
ST 4A
A
0-3
10 YR 711, 5/3
loamy fine sand
single grained
friable
non -plastic
37.5'
ST 4A
E
3-15
10YR 711
1 loamy fine sand/sand
single grained
1 friable
non -plastic
1 1.5-2.0
ST 4A
BWH
15-23
10YR 613
loamy fine sand, fine sandy
loam
single grained
liable
non -plastic
4-8
ST 4A
BWH
23-48
1 10YR 712
23/>62
loamy fine sand/fine sand
single grained
liable
non -plastic
12-16
ST 4A
Cl
48-62
1CYR 412, 44
sandy clay loam
wk.. fine, sbk
friable
non -plastic
6-8
Boring
terminated at 62"
Physical Water. >62" on 7-12-2018
SHWT:
23"
ST 5
A
0-10
10 YR 3/1
loamy sand/sandy loam
wk., fine, sbk.
liable
non -plastic
12.5"
ST 5
E
10-19
8/1, 612
loamy sand/sand
single grained
liable
non -plastic
12-16
ST 5
BH
19-24
10YR 2/1
19/>60
loamy sand
massive
friable
non -plastic
2-3
ST 5
BGC
24-29
10YR 41
sand
single grained
friable
non -plastic
12-16
ST 5
BH'
29�8
10YR 2/2
loamy sand
wk.,fine,sbk.
friable
non -plastic
4-6
ST 5
CG
1 48,60
10YR 42
sand
single grained
friable
non -plastic
10-16
Boring terminated at 60"
Physical Water. >60" on 7-12-2018
SHWT:
19"
ST 6
Filll 1
0-19
10 YR 4/3, 311, 7/1,
413
loamy fine sand to fine sand
wk., fine, sbk.
friable
non -plastic
4-6
ST 6
BT1
19-28
10YR 5/3
sand/loamy sand
wk., fine, sbk.
friable
non -plastic
5.6•
ST 6
BT2
28-40
10YR 5/6
loamy fine sand
single grained
friable
non -plastic
1-2
ST 6
BT3
40-46
10YR 614
loamy sand
single grained
friable
non -plastic
4-5
ST6
BC
46-60
1 10YR6/4.612
>60/>60
sand
single grained
friable
non -plastic
6-8
Physical Water. >60" on 7/12-2018
SHWT: C
l >60"
ST 7
A
0-9
10 YR 3/2
loamy sand
wk., fine, sbk.
friable
non -plastic
B 0"
ST 7
E
9-13
10YR 6/1
loamy sand
single grained
friable
non -plastic
10-12
ST 7
BH
13-39
10YR 211
13146
loamy sand
massive
friable
non -plastic
1-2
ST 7
E'
39-46
10YR 512
loamy sand
single grained
friable
non -plastic
4-6
ST7
CG
46-60
10YR411, 512, 211
loam sand/sand loam
single rained
friable
non -plastic
2-3
Boringterminated at 60"
Physical Water. >46" on 7-12-2018
W SHT: 13"
values with an "" are measured values

Appendix C
Physical, Chemical and Morphological Description
of the Baymeade, Murville and Seagate Soil Series

LOCATION BAYMEADE NC
Established Series
Rev. REH:ENH
07/1999
BAYMEADE SERIES
The Baymeade series consists of deep, well drained soils with moderately rapid
permeability. They formed in loamy and sandy marine sediments of the lower Coastal
Plain. Slopes range from 0 to 12 percent. Mean annual temperature is 63 degrees F., and
mean annual precipitation is 54 inches.
TAXONOMIC CLASS: Loamy, siliceous, semiactive, thermic Arenic Hapludults
TYPICAL PEDON: Baymeade sand --on a 3 percent slope under mixed hardwood and
pine. (Colors are for moist soil unless otherwise stated.)
A--O to 3 inches; dark gray (10YR 4/1) fine sand; weak granular structure; loose; many
fine and medium roots; many uncoated sand grains; moderately acid; abrupt smooth
boundary. (2 to 10 inches thick)
E--3 to 12 inches; light gray (IOYR 7/2) fine sand; single grained; loose; many fine and
medium roots; slightly acid; gradual wavy boundary. (0 to 15 inches thick)
E/Bh--12 to 36 inches; very pale brown (1OYR 7/4) fine sand; single grained; loose;
common irregular bodies of friable organic coated sand that are dark brown (7.5YR 3/2)
and brown (7.5YR 4/4) (Bh) make up about 12 percent of this horizon; many fine and
medium roots; moderately acid; abrupt smooth boundary. (0 to 26 inches thick)
Bt--36 to 49 inches; strong brown (7.5YR 5/6) fine sandy loam; weak coarse subangular
blocky structure that parts into weak fine granular structure; very friable; many fine and
medium roots; moderately acid; gradual wavy boundary. (5 to 40 inches thick)
BC--49 to 58 inches; strong brown (7.5YR 5/6) loamy fine sand; weak fine granular
structure; very friable; few fine roots; moderately acid; gradual wavy boundary. (0 to 17
inches thick)
C1--58 to 75 inches; mottled white (10YR 8/1) and very pale brown (10YR 7/4) fine
sand; single grained; loose; moderately acid; gradual wavy boundary.
C2--75 to 78 inches; very pale brown (10YR 8/3) fine sand and loamy fine sand; single
grained; loose; moderately acid.
TYPE LOCATION: New Hanover County, North Carolina; Wilmington, 0.5 mile south
of Dawson and Sixteenth Streets on west side of Sixteenth Street road bank.
RANGE IN CHARACTERISTICS: Solum thickness is 35 to more than 60 inches.
Reaction ranges from very strongly acid to slightly acid, unless limed. Some pedons have
extremely acid A and E horizons.
9

The A or Ap horizon has hue of 1 OYR to 2.5Y value of 4 to 6, and chroma of 1 or 2 or is
neutral with value of 4 to 6 with common clean grains that are white or light gray.
Texture of the A horizon is sand, fine sand, loamy sand, or loamy fine sand.
The E horizon has hue of 1 OYR or 2.5Y, value of 4 to 8, and chroma of 1 to 6 or is
neutral with value of 6 to 8. Texture is sand, fine sand, loamy sand, or loamy fine sand.
The Bh portion of E/Bh horizon or Bh horizon, where present, is granular to massive with
hue of 5YR to 1 OYR, value of 3 to 7, and chrom..a. of 2 to 8.
The F horizon, where present has hues of 7.5YR to 2.5Y, values of 4 to 8, and chroma of
2 to 6 or it is neutral with values of 6 to 8. It is sand, fine sand, loamy sand or loamy fine
sand.
The Bt horizon has hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 4 to 8. Mottles
are in shades of yellow, brown, or gray at depths below 25 inches in some pedons. A gray
matrix may be present in the lower Bt horizons of some pedons. Texture is commonly
sandy loam or fine sandy loam but some pedons are sandy clay loam. The lower Bt
horizon may occur as lamella of sandy loam.
The BC horizon has hue of 7.5YR to 2.5Y, value of 5 to 7, and chroma of 2 to 8. Mottles
are in shades of yellow, brown, or gray in some pedons. Texture is loamy sand, loamy
fine sand, sandy loam, fine sandy loam or in some pedons sandy clay loam.
The C horizon has hue of 7.5YR to 2.5Y, value of 5 to 8, and chroma of 1 to 8 or is
mottled in shades of these colors. Texture is sand or fine sand or stratified sandy, loamy,
or clayey material. Some pedons have thin discontinuous Bh bodies in the C horizon.
COMPETING SERIES: Ailey, Blaney, Chipola, Chiso Coosaw, Garcon, Gome ,
Kenansville, Remli Ten Tomahawk, Uchee, and Valhalla in the same family.
Closely related soils are the Alaaa, Eustis, Kureb, Onslow, Ste, Wagram, and
Wakulla series. All of these soils except Kureb lack irregular intermittent Bh bodies in
the E/Bh horizon. Kureb soils lack argillic horizons. Onslow soils lack an arenic
epipedon and contain gray mottles indicative of wetness in the Bt horizon. Seagate and
Valhalla soils have continuous Bh horizons. Seagate soils have poorer drainage.
GEOGRAPHIC SETTING: Baymeade soils occur on broad, gently sloping surfaces of
the lower Coastal Plain, generally above 20 feet. Slopes range from 1 to 12 percent. They
formed in (stratified) interbedded sandy and loamy Coastal Plain sediments. The mean
annual precipitation ranges from 47 to 60 inches and mean annual temperature ranges
from 53 to 74 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Kureb and the
Blanton, Foreston, Goldsboro, Lakeland, Leon, Norfolk and Rimini series. Blanton soils
have a Grossarenic epipedon. Foreston, Goldsboro and Norfolk lack an arenic epipedon.
Lakeland soils lack light gray E horizons and an argillic horizon. Leon and Rimini soils
have continuous Bh horizons, and the Leon soils have poorer drainage.
DRAINAGE AND PERMEABILITY: Well drained; slow runoff, moderately rapid
permeability. Measured watertable levels at two sites show that the water table is 45 to 60
inches below the surface in December to April and other wet periods.
10

USE AND VEGETATION: Most of these soils are in forest of mixed hardwood and
pine. Native vegetation is turkey oak, long leaf pine, dwarfed huckleberry, small myrtle,
wire grass, and astor. Large areas are in residential and urban uses in New Hanover
County.
DISTRIBUTION AND EXTENT: Lower Coastal Plains of North Carolina and possibly
South Carolina. The series is extensive.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh,
North Carolina
SERIES ESTABLISHED: New Hanover County, North Carolina; 1973.
REMARKS: Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - the zone from the surface to a depth of 36 inches (the Ap and E
horizons)
Arenic feature - the zone of sandy sediments from 0 to 36 inches (the A, E, E/Bh
horizons)
Argillic horizon - the zone from a depth of 36 to 58 inches (the Bt and BC horizons)
ADDITIONAL DATA: None
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCO083 BAYMEADE 0- 12 59- 63 190-250 46- 57 20- 70
SOI-5 F1oodL F1oodH Watertable Kind Months Bedrock Hardness
NCO083 NONE 4.0-5.0 APPARENT DEC -APR 60-60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NC0083 0-36 FS S 0- 0 100-100 0- 8 1- 3
NCO083 0-36 LS LFS 0- 0 100-100 5-13 1- 4
NCO083 36-49 FSL SCL SL 0- 0 100-100 8-26 2- 6
NCO083 49-78 LFS S SL 0- 0 100-100 0-12 0- 3
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NCO083 0-36 4.5- 6.5 .5-1. 0- 0 6.0- 20 LOW
NCO083 0-36 4.5- 6.5 .5-1. 0- 0 6.0- 20 LOW
NCO083 36-49 4.5- 6.5 0.-.5 0- 0 2.0- 6.0 LOW
NCO083 49-78 4.5- 6.5 0.-.5 0- 0 6.0- 20 LOW
National Cooperative Soil Survey
U.S.A.
11

LOCATION MURVILLE NC+FL
Established Series
Rev. AG
07/1999
MURVILLE SERIES
The Murville series consists of very poorly drained soils that have rapid permeability in
the A horizon and moderately rapid permeability in the Bh horizon. The soils formed
from wet sandy marine and fluvial sediments. They are in flats or in slight depressions on
broad interstream areas of uplands and stream terraces in the Coastal Plain. Slopes are
less than 2 percent. At the type location, the mean annual temperature is about 63 degrees
F., and the mean annual precipitation is about 50 inches.
TAXONOMIC CLASS: Sandy, siliceous, thermic Umbric Endoaquods
TYPICAL PEDON: Murville fine sand --on a nearly level slope under pond pine with
understory of gallberry, smilax, and canes. (Colors are for moist soil unless otherwise
stated.)
Oe--2 to 0 inches; partially decayed leaves, moss, and twigs.
A--O to 8 inches; black (N 2/) fine sand; weak fine granular structure; very friable; many
roots; many clean quartz grains; loamy feel and appearance from organic matter; very
strongly acid; clear wavy boundary. (6 to 11 inches thick)
Bh--8 to 45 inches; black (1 OYR 2/1) fine sand; massive; very friable; few roots in upper
portion; sand grains mostly have dark films or coatings; few clean quartz grains; loamy
feel and appearance from organic matter; very strongly acid; gradual wavy boundary. (24
to 45 inches thick)
C--45 to 70 inches; pale brown (1 OYR 6/3) fine sand with thin strata of sandy loam and
sandy clay loam; single grained; loose; streaks of light gray (I OYR 7/1); few old root
channels; very strongly acid.
TYPE LOCATION: New Hanover County, North Carolina; about 0.5 mile north of
junction of U.S. Highway 421 and N. C. Highway 132, along N. C. 132 and east 1600
feet along canal in wooded area.
RANGE IN CHARACTERISTICS: Solum thickness ranges from 30 to 60 inches.
Humus in the A and Bh horizons gives the sandy material a loamy feel and appearance.
The soil is strongly acid to extremely acid.
A thin Oa or Oe horizon can be present in some pedons.
The A or Ap horizons have hue of 1 OYR to 5YR, or they are neutral, value of 2 or 3, and
chroma of 0 to 2. There are few to common clean sand grains. Texture is sand, fine sand,
loamy sand, loamy fine sand, or mucky analogues of these textures. Intermittent Eg
horizons from 1/4 to 2 inches thick occur in fewer than 50 percent of the pedons.
The Bh horizon has hue of 5YR to 1OYR, value of 2 or 3, and chroma of 1 or 2. It is sand,
fine sand, loamy fine sand, or loamy sand. Few to common uncoated sand grains may be
12

present and some pedons may have very thin discontinuous lamellae of clean sand. The
sand grains in the lower horizons may have thin humus coatings with hue of 1 OYR to
5YR, value of 4 to 5, and chroma of 1 to 4.
Some pedons have a BEg or Eg horizon below the Bh horizon. Where present, the BEg
horizon has hue of 1OYR or 7.5YR, value of 4 or 5, and chroma of 3 or 4. The Eg horizon
has hue of 7.5YR or 10YR, value of 5 to 7, and chroma of 1 or 2. Texture of the BEg and
Eg horizons is sand, fine sand, loamy fine sand, or loamy sand. Thickness of the BE or
Eg horizons ranges from 0 to 20 inches. Pedons that have either of these horizons also
have a B'h horizon below them that has similar properties to the Bh horizon.
The C horizon, and Cg horizon where present, is dominantly fine sand, sand, loamy sand,
or loamy fine sand, but may have lenses or strata of loamy material at depths of 50 to 80
inches below the surface. The C horizon has hue of 1 OYR to 5Y, value of 5 to 8, and
chroma of 3. The Cg horizon has the same hue and value range, but has chroma of 1 or 2.
Some pedons may have thin layers of darker -colored material.
COMPETING SERIES: These are Boulogne,, Lynn Have and Wesconnett series.
Boulogne soils have sola thicker than 80 inches, are fine sand or loamy fine sand only,
and have firm or very firm Bh horizons. Lynn Haven soils have continuous E horizons.
Wesconnett soils have a B'h horizon, and in addition are sand or fine sand to depths of 80
inches or more.
GEOGRAPHIC SETTING: Murville soils are nearly level and are on flat or slight
depressional areas on Coastal Plain uplands and stream terraces. They formed in wet
sandy marine or fluvial sediments . Slopes are less than 2 percent. Near the type location,
mean annual temperature is about 63 degrees F., and mean annual precipitation is about
50 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: These include the Baymeade, Kureb,
Leon, Lynn Haven. Rutleae, and Torhunta soils. Baymeade, Kureb, and Leon soils are
better drained and are on higher landscape positions than Murville soils. In addition,
Baymeade and Kureb soils do not have a spodic horizon. Lynn Haven, Rutlege, and
Torhunta soils are in the same landscape positions as Murville. Lynn Haven soils have
continuous E horizons, Rutlege and Torhunta soils do not have a spodic horizon.
DRAINAGE AND PERMEABILITY: Murville soils are very poorly drained.
Permeability is rapid in the A horizon, and moderately rapid in the Bh horizon. The water
table is at or near the surface most of the time except during summer months or where
artificially drained. Depth to the seasonal high water table ranges from 0 to 1 foot from
November to May.
USE AND VEGETATION: Chiefly in cutover forests of pond pine, with a few scattered
loblolly, longleaf pine, and red maple. Slash pine grow in the southern part of the range.
Understory vegetation includes sweetbay, redbay, swamp cyrilla (red titi), zenobia,
inkberry (bitter gallberry), large gallberry, greenbrier, switchcane, fetterbush lyonia,
blueberry, loblollybay gordonia, southern bayberry (waxmyrtle), and a ground cover of
sphagnum and club mosses, chainfern, broom sedge, and switchcane and maidencane in
open areas. Where frequent burning has taken place only the understory species are
present.
13

DISTRIBUTION AND EXTENT: Lower Coastal Plain of North Carolina and Florida.
The series is of moderate extent.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh,
North Carolina
SERIES ESTABLISHED: New Hanover County, North Carolina; 1973.
REMARKS: The Murville soils were formerly included in the Ridgeland series.
However, Ridgeland soils are in a mixed mineralogy family. The April 1993 revision of
this series changed the subgroup classification from Typic Haplaquods to Umbric
Endoaquods.
Diagnostic horizons and soil properties recognized in the typical pedon are:
Umbric epipedon - the zone from the surface of the soil to a depth of 45 inches (A and Bh
horizons)
Spodic horizon - the zone from 8 to 45 inches (Bh horizon)
MLRA(S): 153A, 153B SIR: NCO085
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCO085 MURVILLE 0- 2 59- 70 190-290 45- 60 10- 90
SOI-5
FloodL
FloodH Watertable
Kind
Months Bedrock Hardness
NCO085
NONE
RARE
- APPARENT
-
60-60
SOI-5
Depth
Texture
3-Inch
No-10 Clay%
-CEC-
NC0085
0- 8
FS S
LFS
0- 0
100-100 2- 8
2- 11
NCO085
0- 8
MK-S
MK-LS
MK-LFS
0- 0
100-100 2- 8
9- 22
NCO085
8-45
FS S
LFS
0- 0
100-100 2- 8
2- 10
NCO085
45-56
FS S
0- 0
100-100 2- 8
0- 4
NCO085
56-70
VAR
-
- -
-
SOI-5
Depth
-pH-
O.M.
Salin
Permeab
Shnk-Swil
N00085
0- 8
3.5-
5.5
2.-9.
0- 0
6.0-
20 Low
NCO085
0- 8
3.5-
5.5
9.-15
0- 0
6.0-
20 LOW
NCO085
8-45
3.5-
5.5
2.-8.
0- 0
2.0-
6.0 LOW
NCO085
45-56
3.5-
5.5
0.-2.
0- 0
6.0-
20 LOW
NCO085
56-70
-
-
-
-
National Cooperative Soil Survey
U.S.A.
14

LOCATION SEAGATE NC+SC VA
Established Series
RAG/Rev. JAK
02/2008
SEAGATE SERIES
MLRA(s): 153A-Atlantic Coast Flatwoods, 153B-Tidewater Area
Depth Class: Very deep
Drainage Class (Agricultural): Moderately well drained or somewhat poorly drained
Internal Free Water Occurrence: Moderately deep, persistent
Flooding Frequency and Duration: None
Ponding Frequency and Duration: None
Slowest Saturated Hydraulic Conductivity: Moderately high (4.23 to 10.00 micrometers
per second)
Landscape: Lower Coastal plain
Landform: Marine terraces, flats, flatwoods
Geomorphic Component: Talfs and dips
Hillslope Profile Position: Not assigned
Parent Material: Sandy and loamy marine deposits
Slope: 0 to 3 percent
Elevation (type location): 7.6 meters (about 25 feet)
Frost Free Period (type location): 217 days
Mean Annual Air Temperature (type location): 17.2 degrees C. (about 63 degrees F.)
Mean Annual Precipitation (type location): 1350 millimeters (about 53 inches)
TAXONOMIC CLASS: Sandy over loarny, siliceous, active, thermic Typic
Haplohumods
TYPICAL PEDON: Seagate fine sand, cultivated. (Colors are for moist soil unless
otherwise stated.)
Ap--O to 20 centimeters (about 0 to 8 inches); dark gray (1 OYR 4/1) fine sand; single
grained; loose; many fine roots; many clean sand grains; slightly acid; abrupt smooth
boundary. (8 to 20 centimeters thick, about 3 to 8 inches thick)
E--20 to 30 centimeters (about 8 to 12 inches); light gray (10YR 7/1) fine sand; single
grained; loose; few medium roots; moderately acid; clear wavy boundary. (0 to 30
centimeters thick, about 0 to 12 inches)
Bh--30 to 58 centimeters (about 12 to 23 inches); dark brown (7.5YR 3/2) fine sand;
massive; friable; many weakly cemented nodules; many sand grains coated with organic
matter; few clean sand grains; strongly acid; abrupt irregular boundary. (5 to 65
centimeters thick, about 2 to 25 inches)
BE--58 to 71 centimeters (about 23 to 28 inches); brown (IOYR 5/3) fine sand; single
grained; loose; few fine weakly cemented concretions; many sand grains coated with
organic matter; common clean sand grains; strongly acid; clear wavy boundary. (0 to 25
centimeters thick, about 0 to I Oinches)
15

E'--71 to 91 centimeters (about 28 to 36 inches); light gray (1 OYR 7/2) fine sand; single
grained; loose; few fine and medium brown (I OYR 5/3) concretions; moderately acid;
clear smooth boundary. (0 to 25 centimeters thick, about 0 to 10 inches)
Bt--91 to 102 centimeters (about 36 to 40 inches); brownish yellow (1 OYR 6/6) sandy
loam; weak medium subangular blocky structure; friable; many medium distinct light
gray (I OYR 7/2) iron depletions; sand grains are coated and bridged with clay; few faint
discontinuous clay films on faces of peds; strongly acid; clear wavy boundary (0 W 20
centimeters thick, about 0 to 8 inches)
Btg--102 to 200 centimeters (about 40 to 78 inches); light gray (1 OYR 7/1) clay loam;
weak medium subangular blocky structure; firm; plastic; sticky; very strongly acid. (12 to
100 centimeters thick, about 5 to 40 inches)
TYPE LOCATION: New Hanover County, North Carolina; 0.4 mile north of junction
of North Carolina Highway 132 and U.S. Highway 421, 300 yards west of U.S. Highway
421, 20 feet north of field road; USGS Wilmington, NC topographic quadrangle; lat. 34
degrees 08 minutes 33 seconds N. and long. 77 degrees 53 minutes 50 seconds W., NAD
83.
RANGE IN CHARACTERISTICS:
Depth to top of spodic horizon: 25 to 50 centimeters (about 10 to 20 inches)
Depth to loamy horizons: Greater than 50 centimeters (about 20 inches)
Depth to bedrock: Greater than 200 centimeters (about 78 inches)
Depth to seasonal high water table: 50 to 75 centimeters (about 20 to 30 inches),
November to April (originally, 1.5 to 2.5 feet)
Thickness of the A and B horizons: 90 to more than 150 centimeters (about 36 to more
than 60 inches)
(Effective) Cation Exchange Capacity: 1 to 5 milliequivalents per 100 grams of soil in the
A horizon; 1 to 2 in E horizon; 2 to 7 in the Bh horizon, and 4 to 8 in the Bt horizon
Shrink -swell potential: Low
Organic matter content: 0.0 to 0.5 percent in the A and E horizon; 0.5 to 2.0 in the Bh
horizon; and 0.0 to 0.2 in the Bt and C horizon
Soil Reaction: Extremely acid (3.5) to moderately acid (6.0), unless limed
Other Soil Features: The Bh horizon contains 0 to 50 percent, by volume extremely
weakly to moderately cemented nodules
RANGE OF INDIVIDUAL HORIZONS:
Ap or A horizon:
Color --hue of 10YR or 2.5Y, value of 3 to 6, chroma of 1 to 3
Texture --sand or fine sand
Clay content: 0 to 3 percent
E horizon (where present):
Color --hue of 1 OYR to 5Y, value of 5 to 8, and chroma of 1 to 3, or is neutral with value
of5to8
Texture --sand or fine sand
Clay content: 0 to 3 percent
16

Bh horizon:
Color --hue of 5YR to 1 OYR, value of 2 to 5, chroma of 1 to 4
Texture --sand, fine sand, or loamy fine sand
Special Features --This horizon is friable to firm, most sand grains are coated with organic
materials; clean sand grains range from few to common.
Clay content: 1 to 5 percent
E' horizon (where present):
Color --hue of 1OYR or 2.5Y, value of 5 to 7, chroma of 1 to 4
Texture --sand or fine sand
Redoximorphic features (where present) --iron depletions in shades of brown, yellow, or
gray and masses of oxidized iron in shades of red, yellow, or brown
Clay content: 1 to 3 percent
Bt horizon (where present):
Color --hue of 1 OYR or 2.5Y, value of 5 to 7, chroma of 3 to 8
Texture --sandy loam or sandy clay loam
Redoximorphic features (where present) --iron depletions in shades of brown, yellow, or
gray and masses of oxidized iron in shades of red, yellow, or brown
Clay content: 10 to 35 percent
Btg horizon:
Color --hue of IOYR to 5Y, value of 5 to 7, and chroma of 1 or 2, or is neutral with value
of 4 to 8
Texture --sandy clay loam or clay loam
Clay content: 10 to 35 percent
Redoximorphic features (where present) --iron depletions in shades of brown, yellow, or
gray and masses of oxidized iron in shades of red, yellow, or brown
COMPETING SERIES: None
GEOGRAPHIC SETTING:
Landscape: Lower Coastal plain
Landform: Marine terraces, flats, flatwoods
Geomorphic Component: Talfs and dips
Hillslope Profile Position: Not assigned
Parent Material: Sandy and loamy marine deposits
Slope: 0 to 3 percent
Elevation (type location): 7.6 meters (about 25 feet)
Frost Free Period: 190 to 240 days
Mean Annual Air Temperature (type location): 14.4 to 18.3 degrees C. (about 58 to 65
degrees F.)
Mean Annual Precipitation (type location): 1015 to 1475 millimeters (about 40 to 58
inches)
GEOGRAPHICALLY ASSOCIATED SOILS:
Baymeade soils --do not have a continuous spodic horizon; on higher parts of the
landscape
Kureb soils --do not have a continuous spodic horizon and have less than 5 percent fines
to a depth of 2 meters; on higher parts of the landscape
Leon soils --are poorly or very poorly drained, on lower parts of the landscape
17

Lynn Haven soils --do not have an underlying argillic horizon and are poorer drained, on
lower parts of the landscape
Mascotte soils --are poorly or very poorly drained, on lower parts of the landscape
Murville soils --do not have an underlying argillic horizon and are very poorly drained, on
lower parts of the landscape
Olustee soils --are poorly drained, on lower parts of the landscape
Onslow soils --have thinner sandy surface layers
Rid e� land soils --do not have underlying loamy B horizons
DRAINAGE AND PERMEABILITY:
Drainage Class (Agricultural): Moderately well drained or somewhat poorly drained
Internal Free Water Occurrence: Moderately deep, persistent
Flooding Frequency and Duration: None
Ponding Frequency and Duration: None
Slowest Saturated Hydraulic Conductivity: Moderately high (4.23 to 10.00 micrometers
per second)
USE AND VEGETATION:
Major uses: Woodland or urban development
Dominant vegetation: Where cultivated --corn, soybeans, peanuts, and blueberries Where
wooded --turkey oak, post oak, red oak, longleaf pine, and loblolly pine. Some native
understory plants are wax myrtle, pineland threeawn, bushy beard grass, little bluestem,
bitter gallberry, large gallberry, and dwarf huckleberry
DISTRIBUTION AND EXTENT:
Distribution: North Carolina and possibly South Carolina, Georgia, and Florida. Extent:
Moderate, about 15,000 acres.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh,
North Carolina
SERIES ESTABLISHED: New Hanover County, North Carolina; 1974.
REMARKS: 08/1985. The classification of the Seagate series is revised to comply with
the addition of Cation -exchange activity classes in Soil Taxonomy.
02/2008. Seagate soils typically do not have sufficient organic carbon content in the
spodic horizon for classification in the Humod suborder. Additional information is
needed to determine the correct taxonomic placement. The most likely classification is
Oxyaquic Alorthods; however, the Alorthods great group is being studied and major
revision is anticipated. Seagate soils will remain as historically classified until a future
investigation can be completed.
Diagnostic horizons and soil characteristics recognized in this pedon:
Ochric epipedon--the zone from the surface to a depth of 30 centimeters (Ap and E
horizons)
Albic horizon --the zone from 20 to 30 centimeters (E horizon)
Spodic horizon --the zone between depths of 30 and 58 centimeters (Bh horizon)
Argillic horizon --the zone between depths of 71 to 168 centimeters (Bt and Btg horizons)
Series control section --the zone from 0 to 200 centimeters
ADDITIONAL DATA: N.C. State University Soils Department Laboratory Data.
18

National Cooperative Soil Survey
U.S.A.
19

vvM`KIMecREED
Hand Delivered
TO: NCDEQ
127 Cardinal Drive Extension
Wilmington, NC 28405
ATrENT1ON: Christine Hall
WE ARE SENDING: ® Originals ® Prints
❑ Specifications ® Calculations
LETTER OF TRANSMITTAL
DATE: •' `ar� � � Zp f `�
' LLL
PROJECT NO: 04999-0014
TASK NO: 4
RE: UNCW — P3 Housing
Stormwater Permit Submittal
TRANSMITTAL NO:
PAGE 1 OF 1
❑ Shop Drawings ❑ Samples
® Other -
Quantity
Drawing No.
Rev.
F
Description
Status
1
Check # 194015 Express Application Fee
G
1
Check # 194016 Permit Rescission Fee
G
1
Check # 194017 Permit Rescission Fee
G
1
Signed Stormwater Management Permit Application
G
1
Signed Operation & Maintenance Agreement
G
G
1
Rescission Letter for Permit No. SW8160103 (The Hub)
1
Rescission Letter for Permit No. SW8170907 (Graham Hall Improv.)
G
2
Stormwater Management Narrative and Exhibits
F
3
Stormwater Permit Plan Set
F
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken
4. Amend & Resubmit
1005r_�
c" David Ortner, Rouse Properties
File, McKim & Creed, P.A. w/ enc
2. Make Corrections Noted
5. Rejected - See Remarks
243 NORTH FRONT
3.Other
NC 28401 (910)A3�i048 FAX (910)
McKIM & CREED, INC
Signed t4t< C�w
Brock Daniel
Senior Designer

Hall, Christine
From: Hall, Christine
Sent: Friday, February 08, 2019 8:34 AM
To: 'Richard Collier'
Cc: Scott, Georgette
Subject: RE: [External] FW: NCDENR - Stormwater Management Permit Applications.
Thanks for checking. I'll go ahead and work with Cameron to schedule a submittal date for you based on your assurance
that the 1.5" design storm will work for the pre-1988 BUA.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
-h-�:i ,. ``lJfi G �1 )?�:.`r 'rP;.: f�? �.�� ili .i (C•.r'7i ':`?; :.=?!' Cii i F I . _ i i. ,a^ j J the
it <. �•• !ir. 1d i. !n ,ti; f ;
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From: Richard Collier<[e-mail]>
Sent: Thursday, February 07, 2019 5:50 PM
To: Hall, Christine <[e-mail]>
Cc: Scott, Georgette <[e-mail]>
Subject: RE: [External] FW: NCDENR - Stormwater Management Permit Applications
[open attachments unless you verify. Send all suspi 5- I as arEattachm
Christine:
Thanks for the email.
I have recalculated all of the existing BUA and proposed BUA for the complete P3 Project. Using the Total Proposed BUA
+ the Existing BUA (to remain) + Rec Field Future + Dining Hall Future, yes the proposed SCM-1 can provide the 1.5"
storm treatment requirement. The existing BUAto remain includes the transfer of BUA from The Hub and the Graham
sidewalks.
I have attached PDF copies of these calculations for you review along with a modified Narrative.
I think if these look ok to you that I'd like to schedule the submittal meeting (as soon as we can).....
Thanks again,

Richard Collier, PE I Asst ti' : , . ' ' ns
T q 10. -343P. 1048 1 C 510.52(�, -
From: Hall, Christine <[e-mail]>
Sent: Thursday, February 7, 2019 3:22 PM
To: Richard Collier <[e-mail]>
Cc: Scott, Georgette <[e-mail]>
Subject: RE: [External] FW: NCDENR - Stormwater Management Permit Applications
Richard,
Thank you for your email. I understand the importance of this project and am eager to ensure the outstanding issues
are addressed so that this project can be scheduled into the express program and that the permitting process can be
accomplished within the designated express timeframe. I appreciate that you are open to the suggested permitting
path forward. With that in mind, I do have two additional notes based on your 2/4/19 email and revised narrative that
accompanied it:
1. Your email asks about using the fast track program for this project. This project does not qualify for the fast
track permitting process because it overlaps adjacent permits putting them out of compliance (15A NCAC
02H.1043(1)(c)). In order to submit to the fast track program, the overlap would have to be avoided or those
permits would have to be modified / rescinded appropriately, which are the same actions being
recommended. Additionally, under the fast track program, the entire site would be required to meet the 2017
rules, including using the 1.5" design storm for the entire site.
2. The first two items under Section 4.0 (Proposed Modifications to Existing SWM Permits) discusses pre-1988
BUA. Item 2 continues on to reference 15A NCAC 02H.1001(5) regarding prior authorizations. If these areas
have building permits that were obtained prior to 1988 and are not changing, then they are not subject to the
stormwater requirements and would not be required to be collected and treated [15A NCAC
02H.1003(3)(d)]. However, if this existing BUA cannot bypass the SCM collection system, then the existing
unpermitted areas shall be included in the sizing of the on -site SCMs [15A NCAC 02H.1003(3)(b) and .1050(1)]
and would be subject to the 2017 rules and a design storm of 1.5" [15A NCAC 02H.1019(6)(a) and .1050(1)]. This
is no different than how other projects were handled that could not bypass runoff from pre-1988 BUA (SW8
980128 is one example from UNCW).
Will the SCM be able to handle the pre-1988 runoff that cannot be bypassed at a 1.5" design storm? If I can get
assurance that it will, then I am comfortable moving forward with scheduling these. Please advise if you are wanting a
scoping and/or submittal meeting.
Thanks again!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall n•cdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405

Hall, Christine
From: Hall, Christine
Sent: Thursday, February 07, 2019 3:22 PM
To: 'Richard Collier'
Cc: Scott, Georgette
Subject: RE: [External] FW: NCDENR Stormwater Management Permit Applications
Richard,
Thank you for your email. I understand the importance of this project and am eager to ensure the outstanding issues
are addressed so that this project can be scheduled into the express program and that the permitting process can be
accomplished within the designated express timeframe. I appreciate that you are open to the suggested permitting
path forward. With that in mind, I do have two additional notes based on your 2/4/19 email and revised narrative that
accompanied it:
1. Your email asks about using the fast track program for this project. This project does not qualify for the fast
track permitting process because it overlaps adjacent permits putting them out of compliance (15A NCAC
02H.1043(1)(c)). In order to submit to the fast track program, the overlap would have to be avoided or those
permits would have to be modified / rescinded appropriately, which are the same actions being
recommended. Additionally, under the fast track program, the entire site would be required to meet the 2017
rules, including using the 1.5" design storm for the entire site.
2. The first two items under Section 4.0 (Proposed Modifications to Existing SWM Permits) discusses pre-1988
BUA. Item 2 continues on to reference 15A NCAC 02H.1001(5) regarding prior authorizations. If i.hese areas
have building permits that were obtained prior to 1988 and are not changing, then they are not subjectto the
stormwater requirements and would not be required to be collected and treated [15A NCAC
02H.1003(3)(d)]. However, if this existing BUA cannot bypass the SCM collection system, then the existing
unpermitted areas shall be included in the sizing of the on -site SCMs [15A NCAC 02H.1003(3)(b) and .1050(1)]
and would be subject to the 2017 rules and a design storm of 1.5" [15A NCAC 02H.1019(6)(a) and .1050(1)]. This
is no different than how other projects were handled that could not bypass runoff from pre-1988 BUA (SW8
980128 is one example from UNCW).
Will the SCM be able to handle the pre-1988 runoff that cannot be bypassed at a 1.5" design storm? If I can get
assurance that it will, then I am comfortable moving forward with scheduling these. Please advise if you are wanting a
scoping and/or submittal meeting.
Thanks again!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
4.fi3.,:;,. l..; 3mpare'_i - ..

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Pil�J�l�
From: Richard Collier <[e-mail]>
Sent: Wednesday, February 06, 2019 10:13 AM
To: Hall, Christine <[e-mail]>
Subject: [External] FW: NCDENR - Stormwater Management Permit Applications
External email. Do not dick links �ir open attachments unless you verify. Sand aU su*clou s email as an attachment to
Christine:
First of all let me apologize for all of the hoopla surrounding the P3 Projects SWM Permitting. It has never been my
intention for the final permit preparation to have escalated to the heights that has occurred. So for my part in this
drama I sincerely apologize.
I received the email information below and attached from UNCW on Monday afternoon, this following the weekend of
preparing the package I provided to your office on Monday morning. I hate that I was not copied on your email by
UNCW on Friday afternoon, which would have made the package I sent out Monday follow the guidelines to permit
based on your email. Hopefully you have not spent entirely too much time in review of the package. The bulk of it is still
pertinent, but I need to incorporate the permit modifications and recensions (which is being completed now).
I have sent a request to Cameron to pull the SW8 170907 (Graham Hewlett Sidewalk and Landscape Permit) and we
come down and copy that file to incorporate and rescind this permit by incorporating it into the P3 Project.
The plans and pond design calculations provided on Monday are still accurate, I believe that the permitting revisions,
Drainage Areas, and BUA computations will be the revisions sent in this week.
The Permitting Plan for the P3 Project is as follows (and please let me know if I've missed anything):
1. Modify SW8 021017. This will be the New P3 Permit — overall. $4,000 fee for major mod.
2. Modify SW8 160103. The modification will leave The Hub Permit as the infiltration system only and will move
the DA and BUA associated with the By -Pass DA (redevelopment portion) into the P3 Project. I received
yesterday all calculations and submittal info from McAdams that was permitted in 2016 for The Hub. $500 fee
for permit mod.
3. Rescind SW8 170907. Incorporate this DA completely into the P3 Project. $500 rescind fee.
4. Modify SW8 100405 (Cross City Trail, Phase IIIA). This may lag behind the initial submission due to signatures
from the City Manager, and I'll need to have their engineers review my permit revision talcs and package. Sorry
for this delay. $500 mod fee when submitted.
Do you see anything that I've missed, or need to expand upon in the submission?
Again, I apologize, and I look forward to working with you to complete the P3 Project SWM Permit.
Thank you,
2ic'iard Collier, PE I A.ss Vice Preside°nt
T c.10.343.1048 ; C 10.520.77S�=
24.3 North Ff o. i _ `:'Vilmington, NC 28/ 0'.
rcollie(amckimcreed.com I www.mckimcreed.com
Voted "Best Firm To Work For" -- Group

44t� NICK-1-vi &CR ED
fir, :'C�.nfd 11-:-% ' �!;7!e ?.(r v. F please click here
From: Jamison, Galen <iamiscrg+J�.�nciv.cci+.!>
Sent: Monday, February 4, 2019 2:49 PM
To: Richard Collier <R(,ollier . �mchirncreed.com>; Patrick, Rachel W. <patrickrvj(i�uncw.edw Morgan, Mark
<mi?mgm. (4?t.l:"icw.cdu>
Cc: Peter Aranyi (Clark Nexsen)<PARANYiL-,jClari-.:f4e��sen.com>; DerickJ. Ritter (Clark Nexsen)
<rlritt-;2r iaar';Nexst.::n. ri> Tim Clark <T(;Iark a,r:ukirncrc;�d.com>• Goltz Dave <d11-'*� 0 h?Ifor+I-bept�= :as.c�r1>;'Colb
-- - -_. - - - — . r Y
Willis' <mvilli.-0 batfourbeattvus.corn>; Stoneking, Tony <stgr_vLj[1- ari 1l�u+y+_�s�, a�i. �►s. ;:._>
Subject: RE: NCDENR - Stormwater Management Permit Applications
Richard,
Please see Christine's email which outlines a little different plan than indicated in your narrative. I don't see any holes in
Christine's plan and it does seem to be the best plan forward. Noted difference inc!ude mcdir•/ Lot O expansion SW VI in
iieu of rescinding; and rescind SW8170907.
Other comments:
Why is the pond attenuating the 10 year post development? Is this even required?
Area 3 roof drainage was also constructed prior to the 1988 SWM rules.
The HUB permit will need to be modified to account for the increase in BUA. Page 3, item #? says no modification is
necessary.
The cross city trail SWM will need to be modified for the increase in BUA within it's boundary.
SW8170907 isn't showr on the exhibits.
The narrative reference 1" but shouldn't it be 1.5" storm?
Galen
From: Richard Collier <RCollie rgmckimcreedcom>
Sent: Monday, February 4, 2019 11:14 AM
To: Jamison, Galen <ia� [e-mail]>; Patrick, Rachel W. <[e-mail]>; Morgan, Mark
<morc-,,nm_ uncw.edu>
Cc: Peter Aranyi (Clark Nexsen) <PARANYlPCIarkNexsPn.com>; Derick J. Ritter (Clark Nexsen)
<[e-mail]>; Tim Clark <[e-mail]>; Goltz, Dave < ±-Toiiz@b4lfourbe-att us.com>;'Colby
Willis' <cwilillis bcattyus_rom>; Stoneking, Tony <tsto
ppKi n Fr.@ halfnirrbeattuus.com>
Subject: NCDENR - Stormwater Management Permit Applications
Importance: High
Galen / Rachel:
Please find attached the following documents for NCDENR - Stormwater Management Permitting that need to be
executed by Mark Morgan and notarized. I would like to pick these up this afternoon if at all possible.
1. SWU-101- Express Stormwater Management Application
2. SSW Fast Track Application

3. O&M Agreement for the Wet Pond (SCM-1)
Other Items attached are Existing and Proposed Impervious Surface Exhibit Maps, and the SWM Permit Narrative.
Let me know if we can pick up later today,
Thanks.
Richard Collier, PE I A,s( Vice pr -,70,
43 N,;r ., I.,, t 'Areet, WiIn,,irc t',-
rcollier(amckimcreed.com
Voted "Best Firm To Work For" - Zr:
r r "_s',' = please click here
Disclaimer
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are Cddrossk..d. if you n, v� � rLceiv-ed ti,a -m J. in error .please ncbity tiic sysa...,ni manacier. Please note that any vieXs or opinions
r: < ,Mated is this maii ;:r_ -ai :iy ti iosa of t;`. '. jth.)r ;:'nd do na:: n wee.;::= "ih; re_t� i"�sorit th•osrz of the ecfnpany. finally, the r� cini�nt
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i-,y an,, virus transrnitt:,d by thi_:- e-mail.
4

WILMINGTON, NC
NEW HANOVER COUNTY, NC
NCDFQ NARRATIVE FOR
STORMIWATER MANAGEMENT
LNT
Prepared for:
University of North Carolina - `Wilmington
601 South College Rd.
Wilmington, NC 28403
Prepared by:
CMED
243 North Front Street
Wilmington, NC 28401.
[phone]
Project #4999-0014 (40)
February 03, 2019
ECE'V
FED 0 2010
BY: y

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
10 - PROJECT SUMMARY
The UNCW P3 Freshman Housing project ("P3 Project") will deliver approximately 1800 new
student beds through a Public/Private/ Partnership (P3) at UNC Wilmington. The student beds
will be housed between four (4) multi -story buildings.that will supplement existing on -campus
housing and will establish a campus quad to enhance the student housing experience. The new
student housing will include pedestrian walkways, student parking, and other site
improvements required to facilitate utilities and solid waste disposal.
The stormwater management plan for the stormwater project area is to provide a wet detention
pond Q for the treatment of the appropriate design storm event and provide attenuation
of the post development runoff for the 2-year and 10-year storm events. Discharge from SCM-1
will be conveyed thru an outlet structure and outfall pipe to the unnamed blue line tributary to
Bradley Creek.
The P3 Project total Stormwater Project area is 29.74-acres. This area is comprised of the
following areas, see Exhibit - A and B for detailed information:
1. Area 1: the immediate area surrounding the P3 Project;
2. Area 2: the existing recreational fields and area of a future dining facility adjacent to
Price's Road and north of the P3 Project;
3. Area 3: existing runoff from Graham -Hewlett Hall roof drainage, courtyard and
sidewalks;
4. Area 4: existine harking Lot O for Graham -Hewlett residents (built prior to 198$
stormwater permit requirements);
5. Area 5: existing expansion to parking Lot O (permitted in 2002);
6. Area 6: existing service area north of Belk Hall, and
7. Area 7: The Hub facility constructed in 2017.
The P3 Project stormwater drainage area overlaps existing NCDEQ Stormwater Management
Permits; 1) SW8100405 Cross -City Trail, Phase IIIA; 2) SW8 021017 Parking Lot O; and 4) SW8
170907 Stormwater Improvements at Graham and Hewlett Halls.
It is the intention of this project to: aV
1. Rescind SWM Permit SW8 0210107 and issue a new stormwater management permit for
the P3 Project.
2. SWM Permit SW8 100405, the Cross City Trail Phase IIIA (City of Wilmington) has a
minor SWM boundary overlap. We propose to maintain SW8100405 boundary, adjust
P3 Boundary, and treat the impervious surface overlap under the P3 Project SCM-1.
,:Rs UNCW P3 Project P a g e 12

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
3. SW81601.03, The Hub does not have a boundary overlap. BUA proposed under the P3
Project that overlaps The Hub boundary is covered under impervious surface area
within the original permit SW81.60103, therefore a permit modification is not necessary.
4. SW8170907 Graham Hewlett SW Improvements, to resolve its SWM boundary overlap. D
xhibits A _a_nd B depict the overlap conditions.
2.0 - EXISTING CONDITIONS
The P3 Project site is situated in the southeast portion of the UNC Wilmington campus. It is
bounded by the Blumenthal Wildflower Preserve to the north; the intramural recreational fields
and Walton Drive to the east; and Riegel Road to the south and west. A portion of this site is
made up of thirteen (13) two-story housing buildings which are being demolished. There are
existing parking lots and walkways which will be demolished / redeveloped to better serve the
new housing plans.
The existing topography has an average slope of approximately 1.0%. Existing elevations range
from a high of 44.0' AMSL to 34.0' AMSL and drain generally to the east. Stormwater runoff on
the site currently drains into the Bradley Creek watershed via an unnamed blueline tributary.
Bradley Creek has a current surface water classification of SC; HQW.
Based on the USDA National Resources Conservation Service Soil Survey, the underlying soils
within the project area are predominantly Baymeade fine sands (Bn) [A soil], Murville fine sand
(Mu) [A/D soil], Pantego loam (Pn) [B/D soil], and Seagate .fine sand (Se) [A/D soil]. See soils
map and curve number results in the supporting documentation of this report for more detailed
information.
3.0 - APIACENT STORMWATER MANAGEMENT PERMIT Exhib%t-A
1. The proposed project is within an older portion of the UNCW Campus. The majority of
the P3 Project stormwater project area was constructed prior to the enactment of the
1988 Stormwater Permitting requirements. Belk Hall, Galloway Hall, Graham Hall and
Hewlett Hall, Parking Lot O adjacent to Graham -Hewlett, the loading / unloading zone
east of Galloway Hall and north of Belk Hall, the on -campus apartments and walkways,
and the two surface lots known as Parking Lot P were all constructed in the late 1970's
and early 1980's. See Exhibit - A for more information on the Pre-1988 areas.
2.. SW8100405 - Cross -City Trail, Phase IIIA Permit: In May 2010 a stormwater
management permit was issued for the installation of a 10-foot wide multi -use trail
throughout portions of the UNCW Campus. This permit is a combination of low
density and high density permitting. See Exhibit - A.for more information.
400'MCKIM&CREED
UNCW P3 Project Page 13

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
3. SW8 021017 - Parking Lot O Expansion Permit: In 2002 this stormwater permit was
issued for the installation of the Parking Lot O expansion near the intersection of Riegel
Road and Walton Drive on the LNCW Campus. See Exhibit - A for more information.
4. SW8160103 - The Hub: This project, which consists of an underground infiltration SCM
was constructed and permitted most recently. The Hub project is outside the P3 Project
stormwater area. See Exhibit - A for more information.
5. SW8170907 - Graham Hewlett Stormwater Improvements: We understand that this
permit has an overlapping area however, we do not have a copy of the permit for
analyzation.
4.0 -.PROPOSED MODIFICATIONS TO EXISTING SWY1 PERMITS
1. The existing Pre-1988 impervious areas within the P3 Project stormwater area remains
untreated to date. These areas either drain directly into an outfall ditch / stream via
storm drainage piping system, or overland flow crossing grassed areas prior to entering
the drainage outfall - unnamed blueline tributary to Bradley Creek.
a.. The P3 Project will provide stormwater quality and quantity treatment for the
impervious area (Pre-1.988) by treating the first 1.0-inch of runoff. Further, this
BUA will meet the pre -development runoff discharge of the 2-year and 1.0-year
storm events by providing stormwater quantity control and release.
2. As addressed under 15A NCAC 02H .1001 (5) Prior Authorizations, these Pre-1988 areas
were never permitted and thus drain directly into the blue line stream - providing no
treatment at all. Building permits were issued Pre-1988 and thus qualify for the Prior
Authorization exemption for permitting under these regulations. The P3 Project L� '
proposes to collect these areas and treat the first 1.0-inchlof runoff and provide pre/post
development runoff attenuation. Further, the rules in 15A NCAC 02H .1003 (1)(b) and
(3)(d) provide guidance on calculating project density and design requirements for
expansion of an existing development.
3. SW81.00405 - Cross -City Trail, Phase IIIA:
a. The proposed P3 Project does not propose any modifications to the existing
permit conditions and stormwater management practices employed.
4. SW8 021017 - Parking Lot O:
a. The P3 Project will rescind this permit. Existing BUA included under the current
permit will be incorporated into the new stormwater permit treating the first 1.0-
inch of runoff (based upon its original permitted design requirements), water
quality volume. Further, this BUA will meet the pre -development runoff
discharge of the 2-year and 10-year storm events by providing stormwater
quantity control and release.
41.
• MCICM&CREED
UNCW P3 Project P a g e 14

UNCW (M) Freshman Housing Project
Stormwater Permit Narrative
5. SW8160103 - The Hub:
a. Currently, any overflow or bypass flow from this infiltration system is routed
through the Lot O, SW8 021017, stormwater treatment device. 'The P3 Project will
extend the existing outfall piping from The Hub and Graham Hewlett storm
drainage into the P3 Project and provide treatment in SCM-1.
b. Existing pervious areas (grassed lawn area) within The Hub's treatment area will
remain pervious except for two (2) fire lane access roads, see Exhibit - B. The
proposed impervious surface for the fire lanes was included under The Hub's
stormwater management permit. An oval walkway area was permitted as BUA
under the permit and the fire lane BUA from the P3 Project is less than the
original permitted BUA and will be treated in SCM-1.
5.0 - PROPOSED CONSTRUCTION
There will be four (4) multi -story student housing buildings, a service yard and building which
will house the domestic water and fire service pumps, as well as chiller equipment for the four
(4) buildings. The P3 Project proposed impervious is 12.53-acres which includes parking and
any hardscape associated with pedestrian walkways and gathering areas and the future
recreational fields and dining hall.
A Certificate of Approval was issued for Stage 1 Erosion Control and includes an NPDES
General Construction Stormwater Permit. The intent of this permit allows early installation of
erosion control measures, clearing and grubbing of the P3 Project area, demolition of the
existing two-story student housing, installation of Sediment Basin 1(future SCM-1), relocation
of water services that exist under Sediment Basin 1 footprint, and miscellaneous underground
utilities not creating impervious surface.
Erosion control measures will be installed prior to the start of significant land disturbance
activities; this excludes those minimal activities required for installation of the measures. These
measures will protect against offsite sedimentation during the early phased construction
activities.
The P3 Project will have multiple stages of erosion control throughout the project. The stages
are based upon the general contractor's logistics and construction scheduling. Future
submittals on erosion control are:
1. Stage 1A and 1B: Stage lA is for the initial construction of Buildings 3 and 4 and
associated infrastructure. Stage 1B continues Buildings 3 and 4 construction, including
vertical construction, and adds in the remaining Parking Lot O for demolition and
reconfiguring into the new Parking Lot O. Parking Lot O could not be completely
demolished until the end of the Spring 2019 semester.
Mq< M&CREED
ti s a}: Of NL ..:: UNCW P3 Project P a g e s

UNCW (M) Freshman Housing Project
Stormwater Permit Narrative
2. Stage 2: This stage will begin construction of Buildings 1 and 2 and associated
infrastructure and complete parking Lot O and new Parking Lot P. Buildings 3 and 4
will be turned over to UNCW for students use during Stage 2.
3. Stage 3: This stage completes Buildings 1 and 2 plus all associated site improvements.
The buildings will be turned over to UNCW for students in Stage 3, and the general
contractor will demobilize from the P3 Project Site.
6.0 - FUTURE DEVELOPMENT
An approximate 20,000 SF student dining facility with associated parking and pedestrian access
is planned for the northern portion of the stormwater project area. Also, there is a proposed
plan to redevelop the existing recreational area (north of the P3 Project) such that the final
build -out of this site is synchronized and coordinated. Future impervious allocation is included
in the proposed stormwater management calculations to account for this future development by
others. Future Dining Hall BUA = 60,000 SF; Future Recreational Area BUA=150,000 SF.
7.0 • P3 PROJECT PROrOSE;D STORMWATER MANAGEMENT
An approximate 0.94-acre Wet Pond (SCM-1) will be constructed for the stormwater
management of the total P3 Project. SCM-1 will provide the required water quality treatment
(see section 4.0 above) and peak flow attenuation of the 2-year and 10-year 24-hour storm
events.
Storm Event
Pre -Development
Runoff
Post Development
Runoff
2-year, 24-hr storm event
53.49 cfs
36.26 cfs
10- ear, 24-hr storm event
101.32 cfs
100.36 cfs
SCM-1 is designed to collect and treat runoff from the existing conditions described in sections
3.0 and 4.0 above; proposed P3 Project construction; and future planned development located
north of the P3 Project area.
MCICM&CREED
=` UNCW P3 Project P a g e 16

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
Exhibits:
1. Exhibit - A: Existing conditions map;
2. Exhibit - B: Proposed conditions map;
3. Exhibit - C: NRCS Web Soil Survey Mapping;
4. Exhibit - D: USGS Quad Map;
5. Exhibit - E: Pre and Post development Curve Number calculations;
6. Exhibit - F: Existing and Proposed impervious area spreadsheet, including the design
storm event;
7. Exhibit - G: SCM-1 Wet Pond Sizing Spreadsheet;
8. Exhibit - H: Outlet Structure floatation design;
9. Exhibit - I: HydraFlow Results for SCM-1 storm routing (2,10, 25, 50, and 100-year
events);
10. Exhibit - J: Existing Aerial Photographs for Pre-1988 areas; and
11. Exhibit - K: Existing Stormwater Management Permit Drawings adjacent to the P3
Project.
,�. MCMM&CREED
?ENGINEERS SURVEYORS KANNERS UNCW P3 Project 17

Hall, Christine
From: Hall, Christine
Sent: Friday, February 01, 2019 9:26 AM
To: [e-mail]; '[e-mail]'
Cc: Weaver, Cameron; Mark Morgan; Scott, Georgette
Subject: FW: [External] RE: UNCW / P3 Housing
Galen /Janet,
I tried to send the email below to Mark but I understand he is out of the office today. Before I respond to McKim &
Creed with a path forward, I wanted to give UNCW the opportunity to review.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
N, Z..
-"Nothing Compares
EmaO c%wrs } o. c•ni�c� ah.s as,- is .O!"'..=i' to tPaa
North CGS: L'no N1 b!1,e r ii: . i .+a y: d1., sc! SP!
S�. �� C?
From: Hall, Christine
Sent: Friday, February 01, 2019 9:10 AM
To:'Morgan, Mark' <[e-mail]>; Scott, Georgette <[e-mail]>
Subject: RE: [External] RE: UNCW / P3 Housing
Mark,
I understand that the project is being built by private entities. I also understand the complications surrounding the cross
city trail permit with the city being the permittee. Georgette and I have talked about the situation and I feel we have a
compromise that will help resolve most of the issues quickly and save money in permitting and consultant fees.
What I'm suggesting is:
1. modifying SW8 021017 (Parking Lot O) to cover the proposed project (as requested by McKim & Creed) - $4,000
major mod HD fee
rescinding SW8 170907 (Graham Hall sidewalk and landscaping improvements). This area is in the proposed
project area so I'm assuming it is in the DA for the new pond and will now be treated, correct? - $500 rescission
fee
3. for the redevelopment area under SW8170907 (the Hub) either:
a. incorporating both of the Hub drainage areas into this permit, which would allow SW8160103 to be
rescinded. Based on the proposed project area, there should be no changes to the design, calculations,
or information presented for the permeable pavement (DA 1) so it should just be a matter of including

the information on a new application. The plans, supplements, O&M, etc. could be moved over from
SW8 160103 and referenced in the modified permit. - $500 rescission fee
only incorporating the redevelopment area into SW8 021017, which would require a modification to
SW8 160103 to remove the overlapping area. This would be a good option if it is desired to create a
divide in the master permit areas through here as shown on the preliminary master plan exhibits - $500
exemption fee.
4. UNCW provides a plan of action with a timeline to resolve the cross city trail. I understand that some of this is
outside your control, but we need some goals to ensure the wheels are in motion.
Please let me know if there are any concerns or issues with this approach.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. hall OLncdenr.gav
127 Cardinal Drive Ext.
Wilmington, NC 28405
1T:•wlr coa?j:pVni1P?IirE? !{1 aliF_i':;`J';1 i'le`S c:. ��> S: 'i .'e;� _ , :`a t E
Nn'r4h Gr,roW7a Pt b1i(

Hall, Christine
From: Richard Collier <RColli&@mckimcreed.com>
Sent: Wednesday, January 30, 2019 3:26 PM
To: Hall, Christine; Brock Daniel;[e-mail]; Rachel Patrick (UNCW Architectural
Services); Mark Morgan ([e-mail])
Cc: Weaver, Cameron; Scott, Georgette; 'Colby Willis'; Goltz, Dave
Subject: RE: [External] RE: UNCW / P3 Housing
Attachments: UNCW P3 Freshman Housing Project SW Narrative_2019-01-30.pdf
6'i4nr al email. Do not ctkck Has or open
Christine:
you verify. Send all suspicious email as an attactrnenty
I recently left a voicemail on your office phone, and in the event that you do not receive the message timely I wanted to
summarize the message in an email.
As you are aware, the UNCW P3 Housing project is a new student housing project on the UNCW Campus. We have the
stormwater management submittal package prepared for the SCM to collect and treat the BUA from the project
however, as we have discussed, there are adjacent stormwater permits with project areas that overlap the P3 Housing
Project Area. I fully understand the need to resolve these permit overlaps. My request would be to have the P3 Permit
Package reviewed and then UNCW and I will work with NCDEMLR, City of Wilmington, etc. to modify permits with
overlapping stormwater project areas. It is not out intent to ignore the process of cleaning up the adjacent permits, but
rather to expedite the approval of the P3 Housing Permit so that BUA and vertical construction may begin on -site.
I respectfully ask that this option be granted, and provide you my professional assurance that I will immediately follow
up with permit modifications to clean up the project area overlaps. I provided another Scoping Meeting Request form
on Monday with an updated Project Narrative however, I have not heard back regarding a meeting data and time. I will
be prepared at this meeting to provide a full submittal package for the P3 Housing Project.
I appreciate your time and energy in this matter,
Richard Coiiier, PE I Asst Vice President
T 1,10.343.1048 1 C 910.520.7-/5,4
243 North Front, Street l M3i!mington, NC 28401
Kollier0mckimcreed.com I www.mckimcreed.com
Voted "Best Firm To Work For" - Zwei,7 Group
To Fend me a file larger than ''t?MB please click here
From: Hall, Christine <Christine.Hal [e-mail]>
Sent: Friday, January 25, 2019 2:37 PM

Hall, Christine
From: Scott, Georgette
Sent: Wednesday, January 30, 2019 4:36 PM
To: Richard Collier; Hall, Christine; Brock Daniel; [e-mail]; Rachel Patrick (UNCW
Architectural Services); Mark Morgan ([e-mail])
Cc: Weaver, Cameron; 'Colby Willis; Goltz, Dave
Subject: RE: [External] RE: UNCW / P3 Housing
Please wcrk with Christine on Express and on the hest way fc:v,,.-rd to get this res owed.
Thank you
Georgette Scott
State Stormwater Program Supervisor
Department of Environmental Quality
Office [phone]
Fax [phone]
G eo rg ette. ScottC&- n od en n a ov
127 Cardinal Drive Ext.
Wilmington, NC 28405
No!;,"I) Carc,irm PubU:-. ' ,ilv an-d I]P ;:a `: "a . °o third N+at-A s.
From: Richard Collier <[e-mail]>
Sent: Wednesday, January 30, 2019 4:25 PM
To: Scott, Georgette <[e-mail]>; Hall, Christine <Christine. Hal I @ncden r.gov>; Brock Daniel
<[e-mail]>; [e-mail]; Rachel Patrick (UNCW Architectural Services)
<[e-mail]>; Mark Morgan ([e-mail]) <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>; 'Colby Willis' <[e-mail]>; Goltz, Dave
<[e-mail]>
Subject: RE: [Lxternal] RE: UNCW / P3 Housing
a =T External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment. Y
Georgette:
Thank you very much for this consideration. My pledge to you and NCDEMLR is that I will have the P3 overlapping
permits (3) submitted to your office for review and approval within 30-days of execution of the P3 Stormwater
Management Permit. We will begin working on the matter immediately so that all parties can review, discuss, and
execute modification permits.
Our team greatly appreciates your assistance in this matter. Just let me know how and when to proceed with an Express
Stormwater Submittal for the P3 Housing Project.

Sincerely,
Richard Collier, PE I Asst Vice Pesir::�nt
T 910.343.1048 ; C 910.520.7754
243 North Front Street I Wilmington:. NC 28401
RCollier(@mckimcreed.com I www.mckimcreed.com
Voted "Best Firm To Work For" - Group
i"c sen`s: rn.E. a file !.� r er ' ha'p. 2r:�MB please click here
From: Scott, Georgette <[e-mail]>
Sent: Wednesday, January 30, 2019 3:48 PM
To: Richard Collier <[e-mail]>; Hall, Christine <Christine.Hall @ncdenr.gov>; Brock Daniel
<[e-mail]>; [e-mail]; Rachel Patrick (UNCW Architectural Services)
<[e-mail]>; Mark Morgan ([e-mail]) <[e-mail]>
Cc: Weaver, Cameron <cameron.weaver@ ncdenr.gov>; 'Colby Willis' <[e-mail]>; Goltz, Dave
<[e-mail]>
Subject: RE: [External] RE: UNCW / P3 Housing
Richard,
We will proceed with this project. However, this is the last permit action we will grant for UNCW until the overlaps are
corrected. Please give us a timeline for getting these corrections completed. Once we get that we will proceed with this
project.
Georgette Scott
State Stormwater Program Supervisor
Department of Environmental Quality
Office [phone]
Fax [phone]
Georgette. Scott[aD-ncdenr.aov
127 Cardinal Drive Ext.
Wilmington, NC 28405
r vPthing Compares �.
I -.;-It ,# certespondc'..cc t: trr f o-n this address is subje-c' C iilf
'ur.1 / Curolinu Pubu Law and may be disulcsf'.d to _ 4 p::a,66 =;3.
From: Richard Collier <[e-mail]>
Sent: Wednesday, January 30, 2019 3:26 PM
To: Hall, Christine <[e-mail]>; Brock Daniel <[e-mail]>; iamison�@uncw.edu;
Rachel Patrick (UNCW Architectural Services) <[e-mail]>; Mark Morgan ([e-mail])
<morganmLuncw.edu>

Hall, Christine
A
From: Richard Collier <[e-mail]>
Sent: Monday, January 28, 2019 6:28 PM
To: Hall, Christine; Brock Daniel; [e-mail]
Cc: Weaver, Cameron
Subject: RE: [External] RE: UNCW / P3 Housing
Attachments: UNCW P3 Freshman Housing Project SW Narrative-2019-01-28.pdf, 2019-01-28
_REQUEST FOR EXPRESS form-UNCW P3 Housing Project -FINAL (SCOPING
REQUEST).pdf
Importance:
High
f i ert tic+ rat . Nr tSeen aril 1vspsctuus on ?I as. ate �t� '� resit to
Christine and Cameron:
Thanks for the review of our expanded narrative for the UNCW P3 Housing Project. Yes, I agree that we need to have a
scoping meeting to review and discuss various outstanding items.
I am attaching the completed Scoping Meeting Request Form and a revised Stormwater Narrative. I trust the previously
provided expanded narrative will suffice as the background documentation for the scoping meeting request.
Please let us know the first available date for our scoping meeting. I think we all will agree that these requests began in
mid -November 2018 and we would greatly appreciate a scoping meeting soonest.
Thanks,
��c R"�rd �.k Nler, PE I r1 ssL 'b°Fii^e ! rc".i-.Jent
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24*� NwIth Fro Czree VIOrr inC:toni, N# 28401.
rcollier(&rnckimcreed.com ; www.mckimcreed.com
Voted "Best Firm To Work For" - Zw� eig Gr:)::p
To send me a file larder than 20MB please click here
From: Hall, Christine <[e-mail]>
Sent: Friday, January 25, 2019 2:37 PM
To: Richard Collier <[e-mail]>; Brock Daniel <[e-mail]>; [e-mail]
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: [External] RE: UNCW / P3 Housing

Hall, Christine
From: Hall, Christine
Sent: Friday, January 25, 2019 2:37 PM
To: 'Richard Collier'; Brock Daniel;[e-mail]
Cc: Weaver, Cameron
Subject: RE: [External] RE: UNCW / P3 Housing
I have had a chance to look through the expanded narrative submitted last week. Section 1.0 of the narrative identifies
that only two permits are impacted by the proposed project area. However, based on Exhibits A and B, there are two
additional permits impacted: SW8 160103 and SW8 170907. Section 3.0.4 of the narrative indicates that SW8 160103 is
outside the project area associated with the proposed project. This statement is not true. SW8 160103 is comprised of
two drainage areas — one forthe permeable pavement and one for the redeveloped area behind the hub. Because of
this second drainage area — SW8 160103 is impacted by this proposed project. SW8 170907 is not addressed in Section
3.0 but the project area shown on the Exhibits include the area covered under SW8 170907.
Section 1.0 continues on to note that SW8 100405 will not be modified. The exhibits show improvements within the
project area of SW8 100405. Section 4.0.2 notes that the proposed project will "clear up the existing drainage area
overlap" but does not provide any details nor do the exhibits support that overlap is being avoided. In order for this
proposed project to be submitted, any overlaps with adjacent permits must be resolved. This could be modifying SW8
100405 at the same time to remove the overlapping project area or removing the project area associated with SW8
100405 from the project area of this proposed project.
Section 4.0.1 notes that the pre-1988 runoff will be treated at the 1.0 inch design storm. The design storm under the
2017 rules is 1.5 inches. 15A NCAC 02H.1003(3)(b) and (d) notes that existing development is not required to be
collected and treated — only the increase. However, when existing development is being redeveloped, the redeveloped
areas of the project must also demonstrate compliance with G.S. 143-214.7(a2) per 15A NCAC 02H.1001(1)(f). If the
existing development cannot bypass the collection system or if it is not desired to bypass the collection system, then the
runoff shall be included in the sizing of the SCM at its full built -out potential using the design storm from the current
rules (and .1050(1)). The only time a design storm of 1.0 inch can be used is if the project can demonstrate a prior
authorization under the 1988 or 1995 rules (referto 15A NCAC 02H.1001(5)).
Since there are still issues that need to be resolved, I still think it is best to schedule a scoping meeting to discuss
stormwater. Please submit a scoping meeting request form to schedule.
Christine ball
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
•910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
to ^i?!: h wa-; thnis .:`!'lire is : s �ii i1, :'ct to the

UNCW (P3) FRESHMAN HOUSING
WILMINGTON, NC
NEW HANOVER COUNTY, NC
NCOEQ NARRATIVE FOR
STORMWATER MANAGEMENT
Prepared for:
University of North Carolina - Wilmington
601 South College Rd.
Wilmington, NC 28403
Prepared by:
46
243 North Front Street
Wilmington, NC 28401
[phone]
Project #4999-0014 (40)
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January 16, 2019 - SEAL. < ��
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UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
1.0 - PROJECT SUMMARY
The UNCW P3 Freshman Housing project ("P3 Project") will deliver approximately 1800 new
student beds through a Public/Private/ P artnefship (P3) at UNC Wilmington. i ne student beds
will be housed between four (4) multi -story buildings that will supplement existing on -campus
housing and will establish a campus quad to enhance the student housing experience. The new
student housing will include pedestrian walkways, student parking, and other site
improvements required to facilitate utilities and solid waste disposal. The State Construction
Office (SCO) is the review and approval authority having jurisdiction over all documents
required for construction.
The stormwater management plan for the stormwater project area is to provide a wet detention
pond (SCM #1) for the treatment of the appropriate design storm event and provide attenuation
of the post development runoff for the 2-year and 10-year storm events. Discharge from SCM-1
will be conveyed thru an outlet structure and outfall pipe to the unnamed blue line tributary to
Bradley Creek.
The P3 Project total stormwater drainage area is 28.91-acres. This area is comprised of the
following areas, see Exhibit — A and B for detailed information:
1. Area 1: the immediate area surrounding the P3 Project;
2. Area 2: the existing recreational fields and area of a future dining facility adjacent to
Price's Road and north of the P3 Project;
3. Area 3: existing runoff from Graham -Hewlett Hall roof drainage, courtyard and
sidewalks;
4. Area 4: existing parking Lot O for Graham -Hewlett residents (built prior to 1988
stormwater permit requirements);
5. Area 5: existing expansion to parking Lot O (permitted in 2002);
6. Area 6: existing service area north of Belk Hall; and
7. Area 7: The Hub facility constructed in 2017. 1(60103 -1 t 7 U F O? � �s
Z
The P3 Project stormwater drainage area overlaps two (2) existing NCDEQ Stormwater
Management Permits; 1) SW8100405 Cross -City Trail, Phase IIIA; and 2) SW8 021017 Parking
Lot O. It is the intention of this project to modify SWM Permit SW8 0210107, as its drainage area
collects the majority of the P3 project drainage area, and not modify SWM Permit SW8100405.
Exhibits A and B depict the overlap conditions.
McIOS.4&CREED
ENGINEERS SURVEYORS PLANNERS UNCW P3 Project D ct i e 12
I ­fl, [q

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
2.0 - EXISTING CONDITIONS
The P3 Project site is situated in the southeast portion of the UNC Wilmington campus. It is
bounded by the Blumenthal Wildflower Preserve to the north; the intramural recreational fields
and Walton Drive to the east; and Riegel Road to the south and west. A portion of this site is
made up of thirteen (13) two-story housing buildings which are being demolished. There are
existing parking lots and walkways which will be demolished / redeveloped to better serve the
new housing plans.
The existing topography has an average slope of approximately 1.0%. Existing elevations range
from a high of 44.0' AMSL to 34.0' AMSL and drain generally to the east. Stormwater runoff on
the site currently drains into the Bradley Creek watershed via an unnamed blueline tributary.
Bradley Creek has a current surface water classification of SC; HQW.
Based on the USDA National Resources Conservation Service Soil Survey, the underlying soils
within the project area are predominantly Baymeade fine sands (Bn) [A soil], Murville fine sand
(Mu) [A/D soil], Pantego loam (Pn) [B/D soil], and Seagate fine sand (Se) [A/D soil]. See soils
map and curve number results in the supporting documentation of this report for more detailed
information.
3.0 - ADJACENT STORMWATER MANAGEMENT PERMITS (Exhibit -A)
The proposed project is within an older portion of the UNCW Campus. The vast
majority of the P3 Project stormwater project area was constructed prior to the
enactment of the 1988 Stormwater Permitting requirements. Belk Hall, Galloway Hall,
Graham Hall and Hewlett Hall, Parking Lot O adjacent to Graham -Hewlett, the loading
/ unloading zone east of Galloway Hall and north of Belk Hall, the on -campus
apartments and walkways, and the two lots known as Parking Lot P were all
constructed in the late 1970's and early 1980's. See Exhibit — A for more information on
the Pre-1988 areas.
2. SW8100405 — Cross -City Trail, Phase IIIA Permit: In May 2010 a stormwater
management permit was issued for the installation of a 10-foot wide multi -use trail
throughout portions of the UNCW Campus. This permit is a combination of low
density and high density permitting. See Exhibit — A for more information.
3. SW8 021017 — Parking Lot O Expansion Permit: In 2002 this stormwater permit was
issued for the installation of the Parking Lot O expansion near the intersection of Riegel
Road and Walton Drive on the UNCW Campus. See Exhibit — A for more information.
. McIO%4&CREED
ENGINEERS SURVEYORS PLANNERS UNCW P3 Project n a " e 13

UNCW (M) Freshman Housing Project
Stormwater Permit Narrative
4. SW8160103 — The Hub: This project, which consists of an underground infiltration SCM
was constructed and permitted most recently. The impervious portion of The Hub
project is outside (not part of) the P3 Project stormwater area, and the pervious portion
directly north of The Hub is incorporated into the P3 Project stormwater area. See
Exhibit — A for more information.
4.0 - PROP. MODIFICATIONS TO EXISTING SWM PERMITS (Exhibit - B)
The existing Pre-1988 impervious areas within the P3 Project stormwater area remains
untreated to date. These areas either drain directly into an outfall ditch / stream via
storm drainage piping system, or overland flow crossing grassed areas prior to entering
the drainage outfall — unnamed blueline tributary to Bradley Creek.
a. The P3 Project will provide stormwater quality and quantity treatment for the
impervious area (Pre-1988) by treating the first 1.0-inch of runoff, water quality
volume. Further, this BUA will meet the pre -development runoff discharge of
the 2-year and 10-year.storm events by providing stormwater quantity control
and release.
2. SW8 100405 — Cross -City Trail, Phase IIIA:
a. The proposed P3 Project does not propose any modifications to the existing
permit conditions and stormwater management practices employed. The
drainage areas overlap under the two (2) existing permitted conditions. The P3
Project stormwater area will clear up the existing drainage area overlap.
3. SW8 021017 — Parking Lot O:
a. The P3 Project will modijy this permit. Existing BUA included under the current
permit will be incorporated into the modified design permit treating the first 1.0-
inch of runoff, water quality volume. Further, this BUA will meet the pre -
development runoff discharge of the 2-year and 10-year storm events by
providing stormwater quantity control and release.
4. SW8160103 — The Hub:
a. Currently, any overflow or bypass flow from this infiltration system is routed
through the Lot O, SW8 021017, stormwater treatment device. This will remain
unchanged under the P3 Project Modified Permit.
b. Existing pervious areas (grassed lawn area) within The Hub's treatment area will
remain pervious except for two (2) fire lane access roads, see Exhibit — B The
proposed impervious surface for the fire lanes is included within the modified P3
Project stormwater permit area and is treated under the 1.5-inch design storm
requirements.
4.
FMNEKIIvI&CREED
UNCW P3 Project P a g e 14

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
5.0 - PROPOSED CONSTRUCTION
There will be four (4) multi -story student housing buildings, a service yard and building which
will house the domestic water and fire service frumps, as well as chiller equipment for the four
(4) buildings. The P3 Project proposed impervious is 11.29-acres which includes parking and
any hardscape associated with pedestrian walkways and gathering areas.
A Certificate of Approval was issued for Stage 1 Erosion Control and includes an NPDES
General Construction Stormwater Permit. The intent of this permit allows early installation of
erosion control measures, clearing and grubbing of the P3 Project area, demolition of the
existing two-story student housing, installation of Sediment Basin 1 (future SCM-1), relocation
of water services that exist under Sediment Basin 1 footprint, and miscellaneous underground
utilities not creating impervious surface.
Erosion control measures will be installed prior to the start of significant land disturbance
activities; this excludes those minimal activities required for installation of the measures. These
measures will protect against offsite sedimentation during the early phased construction
activities.
The P3 Project will have multiple stages of erosion control throughout the project. The stages
are based upon the general contractor's logistics and construction scheduling. Future
submittals on erosion control are:
1. Stage 1A and 1B: Stage 1A is for the initial construction of Buildings 3 and 4 and
associated infrastructure. Stage 1B continues Buildings 3 and 4 construction, including
vertical construction, and adds in the remaining Parking Lot O for demolition and
reconfiguring into the new Parking Lot O. Parking Lot O could not be completely
demolished until the end of the Spring 2019 semester.
2. Stage 2: This stage will begin construction of Buildings 1 and 2 and associated
infrastructure and complete parking Lot O and new Parking Lot P. Buildings 3 and 4
will be turned over to UNCW for students use during Stage 2.
3. Stage 3: This stage completes Buildings 1 and 2 plus all associated site improvements.
The buildings will be turned over to UNCW for students in Stage 3, and the general
contractor will demobilize from the P3 Project Site.
6.0 - FUTURE DEVELOPMENT
An approximate 20,000 SF student dining facility with associated parking and pedestrian access
is planned for the northern portion of the stormwater project area. Also, there is a proposed
plan to redevelop the existing recreational area (north of the P3 Project) such that the final
build -out of this site is synchronized and coordinated. Future impervious allocation is included
MIcICM&CREED
ENGINEERS SURVEYORS PLANNERS UNCW P3 Project P a a. e 15

UNCW (P3) Freshman Housing Project
Stormwater Permit Narrative
in the proposed stormwater management calculations to account for this future development by
others. Future Dining Hall BUA = 60,000 SF: Future Recreational Area BIJA=150,000 SF.
'.0 - P3 PROJECT PROPOSED STORM WA i ER MAN AGEMEN i
An approximate 0.94-acre Wet Pond (SCM-1) will be constructed for the stormwater
management of the total P3 Project. SCM-1 will provide the required water quality treatment
(see section 4.0 above) and peak flow attenuation of the 2-year and 10-year 24-hour storm
events.
Storm Event Pre -Development Post Development
Runoff Runoff
2- year, 24-hr storm event 53.49 cfs 36.26 cfs
10- ear, 24-hr storm event 101.32 cfs 100.36 cfs
SCM-1 is designed to collect and treat runoff from the existing conditions described in sections
3.0 and 4.0 above; proposed P3 Project construction; and future planned development located
north of the P3 Project area.
Exhibits:
1. Exhibit — A: Existing conditions map;
2. Exhibit — B: Proposed conditions map;
3. Exhibit — C: NRCS Web Soil Survey Mapping;
4. Exhibit — D: USGS Quad Map;
5. Exhibit — E: Pre and Post development Curve Number calculations;
6. Exhibit — F: Existing and Proposed impervious area spreadsheet, including the design
storm event,
7. Exhibit — G: SCM-1 Wet Pond Sizing Spreadsheet;
8. Exhibit — H: HydraFlow Results for SCM-1 storm routing (2,10, 25, 50, and 100-year
events);
9. Exhibit —1: Outlet Structure floatation design; and
10. Exhibit — J: StormCad 10-year storm drainage network tables (pipes and structures).
:. IM q<11\4&CREED
ENGINEERS SURVEYORS PLANNERS UNCW P3 Project P a ^ e 16

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UNCW-P3 HOUSING
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acr= in AO!
Percent ofi ACI
Be
Baymeade fine sand, 1 to 6
percent slopes
5.2
23.7%
Le
Leon sand
0.2
0.7%
Mu
Murville fine sand
8.0
36.6%
Pn
Pantego loam
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0.8%
Se
Seagate fine sand
8.3
38.2%
Totals for Area of Interest
21.8
100.0%
USDA Natural Resources Web Soil Survey 11/9/2018
t Conservation Service National Cooperative Soil Survey Page 3 of 3

SCALE 1:24000
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iVl"l�lli� , t -REED
SCS CURVE NUMBER CALCULATION
PROJECT: DATE PREPARED:
UNCW - P3 HOUSING
DESCRIPTION: PREPARED FOR:
SCS METHOD FOR CURVE NUMBERS
ENGINEER: PREPARED BY:
BPD
PROJECT NO.4999-0014
PRE Develooment
% Coverage by Hydrologic Soil Group
Soil Type A B C D
Baymeade fine sand 237,243
Murville fine sand 563,444
1 /14/2019
UNCW
REVIEWED BY:
RMC
Pantego loam 126,418
Seagate fine sand 332,397 1,259,502 28.91
Total = 18.8% 0.0% 0.0% 81.2% 100%
SCS CN by Hydrologic Soil Group
Weighted
%
Land Use
A B C
D CN
Coverage
Grassed Open Space (Good)
39 61 74
80 72.3
72%
Newly Graded Areas
77 86 91
94 90.8
0%
Impervious
98 98 98
98 98.0
28%
100.0%
Composite CN = 79.48
NOTES:
1. SCS Runoff Curve Numbers taken from NRCS TR-55 Table 2-2a, and City of Wilmingotn Standards Manual Table H-2, page 5-53
2. Soil data taken from NRCS Web Soil Survey.
McKim Creed, Inc.
243 N Front Street
Wilmington, North Carolina 28401
[phone]
1ofI

��,'-NFIQM&CREED
SCS CURVE NUMBER CALCULATION
PROJECT: DATE PREPARED
UNCW - P3 HOUSING
DESCRIPTION: PREPARED FOR:
SCS METHOD FOR CURVE NUMBERS
ENGINEER: PREPARED BY:
BPD
PROJECT NO. 4999-0014
POST Develoament
% Coverage by Hydrologic Soil Group
Soil Type
A B C
D
Baymeade fine sand
237,243
Murville fine sand
563,444
Pantego loam
126,418
Seagate fine sand
332,397 1,259,502
Total =
18.8% 0.0% 0.0%
81.2% 100%
1 /14/2019
UNCW
REVIEWED BY:
RMC
26.91
SCS CN by Hydrologic Soil Group
Weighted
%
Land Use
A B C
D
CN
Coverage
Grassed Open Space (Good)
39 61 74
80
72.3
57%
Newly Graded Areas
77 86 91
94
90.8
0%
Impervious
98 98 98
98
98.0
43%
100.0%
Composite CN = 83.34
NOTES:
1. SCS Runoff Curve Numbers taken from NRCS TR-55 Table 2-2a, and City of Wilmingotn Standards Manual Table H-2, page 5-53
2. Soil data taken from NRCS Web Soil Survey.
McKim Creed, Inc.
243 N Front Street
Wilmington, North Carolina 28401
[phone]
1 of 1

TABLE H-2
SCS Curve Numbers for Various Cover Conditions
Hydraulic Soil Group Percent
Cover Description A B C D Impervious
Fully Developed Urban Areas
Open Space
Poor Condition (<50% grass)
68
79
86
89
Fair Condition (50-75% grass)
49
69
79
84
Good Condition (>75% grass)
39
61
74
80
Impervious areas
Pavement, roofs
98
98
98
98
Gravel
76
85
89
91
Dirt
72
82
87
89
Urban Districts
Commercial and Business
89
92
94
95
85
Industrial
81
92
94
95
72
Residential areas (by lot size)
1/8 acre (town houses)
77
85
90
92
65
1/4 acre
61
75
83
87
38
1/3 acre
57
72
81
86
30
1/2 acre
54
70
80
85
25
1 acre
51
68
79
84
20
2 acres
46
65
77
82
12
Agricultural areas
Pasture, grassland
Poor
68
79
86
89
Fair
49
69
79
84
Good
39
61
74
80
Meadow (mowed)
30
58
71
78
Brush
Poor
48
67
77
83
Fair
35
56
70
77
Good
30
48
65
73
Woods and Grass (Orchard)
Poor
57
73
82
86
Fair
43
65
76
82
Good
32
58
72
79
Woods
Poor
45
66
77
83
Fair
36
60
73
79
Good
30
55
70
77
Row Crops, straight, good
67
78
85
89
Row Crops, contoured, good
65
75
82
86
Small Grain, good
63
75
83
87
Farmsteads
59
74
82
86
Source:SCS TR-55 (SCS, 1986)
5-53

TABLE H-1
Hydrologic Soil Groups for Local Soil Types
Map Hydrologic Soil Type
Symbol Soil
Group
Ba
D
Bayboro
Be
A
Baymeade
Bh
*
Baymeade-Urban Land Complex
Bp
*
Borrow Pit
Cr
C
Craven
DO
D
Dorovan
JO
D
Johnston
Ke
A
Kenansville
Kr
A
Kureb
Ku
*
Kureb-Urban Land Complex
La
A
Lakeland
Le
B/D
Leon
Lo
*
Leon -Urban Land Complex
Ls
C
Lynchburg
Ly
B/D
Lynn Haven
Mp
*
Mine Pits
a Mu
A/D
Murville
Nh
A
Newhan
No
B
Norfolk
On
B
Onslow
Pm
D
Pamlico
Pn
B/D
Pantego
Ra
B/D
Rains
Rm
A
Rimini
Se
A/D
Seagate
Sb
*
Seagate -Urban Land Complex
St
C
Stallings
TM
*
Tidal Marsh
To
C
Torhunta
Ur
*
Urban Land
Wa
A
Wakulla
Wo
B/D
Woodington
Wr
C
Wrightsboro
* Requires field Judgment
A/D Refers to drained/undrained.
Sources: Urban Hydrology for Small Watersheds, USDA-SCS, 210-V1-TR-55, Second Ed.,
June 1986.
5-52

Chapter 2 Estimating Runoff
Table 2-2a Runoff curve numbers for urban areas U
Cover description
Cover type and hydrologic condition
Fully developed urban areas (vegetation established)
Technical Release 55
Urban Hydrology for Small Watersheds
Curve numbers for
hydrologic soil group
Average percent
impervious area v A B C D
Open space (lawns, parks, golf courses, cemeteries, etc.) W:
Poor condition (grass cover < 5096)..........................................
Fair condition (grass cover 50%to 75%)..................................
Good condition (grass cover > 75%).........................................
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way).............................................................
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way)................................................................................
Paved; open ditches (including right-of-way) ..........................
Gravel (including right -of -way) .................................................
Dirt (including right -of -way) ......................................................
Western desert urban areas:
Natural desert landscaping (pervious areas'only) _v .....................
Artificial desert landscaping (impervious weed barrier,
desert shrub with 1- to 2-inch sand or gravel mulch
and basin borders)......................................................................
Urban districts:
Commercial and business.................................................................
Industrial.............................................................................................
Residential districts by average lot size:
1/8 acre or less (town houses)..........................................................
1/4 acre................................................................................................
M. acre................................................................................................
1/2 acre................................................................................................
1 acre...................................................................................................
2 acres..................................................................................................
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) al
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
68
79
86
89
49
69
79
84
39
61
74
80
98
98
98
98
98
98
98
98
83
89
92
93
76
85
89
91
72
82
87
89
63
77
85
88
96
96
96
96
85
89
92
94
95
72
81
88
91
93
65
77
85
90
92
38
61
75
83
87
30
57
72
81
86
25
M
70
80
85
20
51
68
79
84
12
46
65
77
82
77 86 91 94
1 Average runoff condition, and I. = 0.2S.
2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are
directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in
good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 24 based on the impervious area percentage
(CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
(210-VI-TR-55, Second Ed., June 1986) 2 5

USDA
i
United States
Department of
Agriculture
Natural
Resources
Conservation
Service
Conservation
Engineering
Division
Technical
Release 55
June1986
Urban Hydrology
for Small
Watersheds
T-55
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Click the show/hide navigation pane button , and then
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Operation &Maintenance Agreement
Project Name:
Project Location:
UNCW P3 Housing
UNCW Campus
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set location.
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & co
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Level SpreaderNFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
User Defined BMP
Present:
g O&M tables will be added automatically):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s): at the comer of Walton Road and Lionfish
Location(s):
Location(s):
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any changes to
the system or responsible party.
* Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Signature:
County of
personally appeared before me this
Mark Morgan
UNCW, Associate Vice Chancellor for Business Affairs - Facilities
601 South College Road
Wilmington, NC 28403
910.962.3761
, a Notary Public for the State of
, do hearby certify that
day of
acknowledge the due execution of the Operations and Maintenance Agreement.
Witness my hand and official seal,
Seal
STORM-EZ
Version 1.4
My commission expires
O&M Manual
Date:
and
1/16/2019
Page 1 of 5

STORM-EZ 1/16/2019
Version 1.4 O&M Manual Page 2 of 5

Wet Detention Pond Maintenance Requirements
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if one
is provided.
Important 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 detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
_ If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month 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 should be kept in a known
set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
Swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design depth for
will not cause impacts to streams or the BMP.
sediment storage.
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.
The vegetated shelf
Best professional practices
Prune according to best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
Remedy the problem and replace plants. Provide 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.
STORM-EZ 1/16/2019
Version 1.4 O&M Manual Page 3 of 5

Wet Detention Pond Maintenance Requirements (Continued)
The main treatment area
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50%
Consult a professional to remove and control the algal growth.
of the area.
Cattails, phragmites or other
Remove the plants by wiping them with pesticide (do not spray).
invasive plants ewer 50% of
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
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.
STORM-EZ 1 /16/2019
Version 1.4 O&M Manual Page 4 of 5

Wet Detention Pond Design Summary
.+ret Pond C
WET POND ID
SCM-1
FOREBAY
Permanent Pool El.
30
MAIN POND
Permanent Pool El.
30
Temporary Pool El:
32
Temporary Pool El:
32
Pretreatment other No
Clean Out Depth:
6
Clean Out Depth:
6
than forebay?
[;;
Sediment Removal El:
24
Sediment Removal El:
24
Has Vag. Filter? No
Bottom Elevation:
23
Bottom Elevation:
23
STORM-EZ 1 /16/2019
Version 1.4 O&M Manual Page 5 of 5

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P3 Project Development Summary
Pond Daft
Stormwater Pond (SCM-11
Bottom of Pond Elevation - Main Bay
Bottom of Pond Elevation - Forebay
Sediment Storage Elevation - Main Bay
Sediment Storage Elevation - Forebay
Sediment Storage Volume
Permanent Pool Elevation
Temporary Pool Elevation
Submerged Vegetated Shelf Width
Max Depth of Vegetated Shelf
Perimeter of Permanent Pool
Average Depth Provided
Required SA/DA Ratio for 90%TS5 Removal
Required Permanent Pool Surface Area
Provided Permanent Pool Surface Area
Flow Path
Basin Length
Basin Width
Basin L:W ratio
Flow Length
Flow path width
Flow path L:W ratio
Forebav
Permanent Pool Volume
Total Required Forebay Volume
Provided Volume- Forebay
Total Forebay % of Permanent Pool
Drawdown
Diameter of Low Flow Orifice
Weir Elevation of Outlet Structure
Total Elevation Head Above Weir Invert
Average Elevation Head Above Weir Invert
Cd, Coefficient of Discharge
4, Flowrate Through Low -flow Orifice
Drawdown Time
UNCW - P3 PROJECT
NC DEQ Retention Requirements
Tuesday, January 15, 2019
Value selected by designer
Value selected by designer
Pond volume below sediment storage elev.
Value selected by designer
Elevation of the next -highest outlet
Main Bay ONLY
See formula below
Value from 90%TSS removal chart
(Req'd SA/DA Ratio)*(Total Drainage Area)
Value from stage -storage calculations
318
FT
Value from CAD
108
FT
Value from CAD (average)
3
Basin length/basin width
325
FT
Distance from nearest inlet to outlet structure
127
FT
Required surface area / flow length
3
Flow length/flow path width
114,062 CF
Total pond volume between permanent pool elevation
& sediment storage elevation
22,812 CF
20% of permanent pool volume
21,603 CF
Provided volume between permanent pool elev. &
sediment storage elevation
19%
Total between 15-20%-OK
3.00 IN
Value selected by designer
32.00
FT
Elevation of the next -highest weir
2.00
FT
Total elevation head above center of orifice
0.67 FT
113 of total elevation head
0.60
Value selected by designer
0.19 CFS
Q=Cd"WeirArea•sgrt(2•32.2*Avg Head)
3.39 DAYS
1.5" Runoff Volume/Flowrate through Wler/86400
r'QVMi4.17. A.i,Yyu lkPli� nl Hti.P iRM�•
sue anan';s nP.ng P•ChpRq nem me svarape eepm,-•m,..nron
Average Depth formula: . vpp-vsherf V v
Mortomefsheir
riheoe a � : Rwape aeph n Nm
iv rextl+m+.od ftl+ w.. vc]sesor.rme vier uti,Mn7-see Oehr:
1r�e. MN d'MtpNtldMO bawd neaMR(ked)
�� 9A'aeGIR...w.w.'PMmo�..,,rw'Mmm..a..a�n.w•w
j e D...�.w • �Ndn.Ytt wmwmntacw atlMWop+n!40, �aM ev
i wr .W
i414nCae.-...o.. • Fpan WVsotrdPwlle'+n<IM�a: n,e eamm ui ne
VAa'b - e...,•..• NCAYiSanM OMPoft p'M ery sd..1
snpf as meotiuna a po!nesntPmt:esU

UNCW - P3 PROJECT
Stage -Storage Calculations for the Proposed Wet Detention Pond (SCM-1)
1 /15/2019
Stage/Storage Above Permanent Pool
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
30.00
26,104
0
0
-Permanent Pool
30.50
28,574
13,670
13,670
-Top of Shelf
31.00
29,830
14,601
28,271
32.00
32,384
31,107
59,378
-Temporary Pool
33.00
34,994
33,689
93,067
34.00
37,661
36,328
129,394
35.00
40,385
39,023
166,417
35.50
41,768
20,538
188,955­-Top
of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour
Incremental
!Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
10,947
0
0
--Pond Bottom
24.00
11,975
11,461
11,461
-Sed. Storage
25.00
13,034
12,505
23,966
26.00
14,120
13,577
37,543
27.00
15,236
14,678
52,221
28.00
16,381
15,809
68,029
29.00
17,554
16,968
84,997
29.60
18,453
9,002
93,998
+--•Bottom of Shelf
30.00
20,292
18,923
103,920­-Permanent
Pool
Forebay 1
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
1,783
0
0
­-Forebay Bottom
24.00
2,168
1,976
1,976
-Sed. Storage
25.00
2,581
2,375
4,350
26.00
3,024
2,803
7,153
27.00
3,494
3,259
10,412
28.00
3,993
3,744
14,155
29.00
4,521
4,257
18,412
--Top of Forebay
30.00
5,812
5,167
23,579
--Permanent Pool

UNCW - P3 PROJECT
Stage -Storage Calculations for the Proposed Wet Detention Pond (SCM-1)
Stage/Storage Below Permanent Pool
Total (Main Bay + Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
12,730
0
0 -Pond Bottom
24.00
14,143
13,437
13,437 ­ -Sed. Storage
25.00
15,615
14,879
28,316
26.00
17,144
16,380
44,695
27.00
18,730
17,937
62,632
28.00
20,374
19,552
82,184
29.00
22,075
21,225
103,409
30.00
26,104
24,090
127,498••-Permanent Pool
Equation 3 Average depth when the shelf is subnwrged and
the shelf is being excluded from the average depth calculation
VPP— Vshel f
Dave = Ab ottomo f shel f
Where- Dal$ = Average depth: in feet
VPP - Total volume of permanertt pool ;feet3)
V3hW = V-51,u!-te ewer the shelf only (fee:) - see below
Abomm.istw= Area of wwst pond at the bottom of the s:tekZ fee?:
vo.l = 0.5 t Depth.., a,aui ' ?a-ij-r f!arp rm p,a' ` Width suI.,,. ad par: a: aj kt
Where: Dawx a, sAw Depth of werazzer at the deep side of the sitar: as
measured at permanent pool (feet)
:apr?:�rs tsr amr" _ Perimeter of permanerti aoi at the bottom of the
shelf (fleet)
W'lathwt"�. PM Vtlidth front the deep side to the dry side of li
shelf as measured at permaner I pool ;feet)

Coastal Counties SAIDA Ratio
Reference: SAMA Ratio for TSS Removal
Surface Area/Drainage Area
Permanent Pool De ft
Impervious %
3.0
4.0
5.0
6.0
7.0
8.0
10%
0.78
0.61
0.44
0.00
0.00
0.00
20%
1.48
1.04
0.87
0.70
0.52
0.35
30%
2.18
1.65
1.39
1.13
0.87
0.70
40%
2.96
2.26
1.83
1.39
0.96
0.78
50%
3.65
2.87
2.35
1.83
1.31
1.96
60%
4.35
3.31
2.78
2.26
1.74
0.13
70%
5.22
3.92
3.22
2.52
1.83
1.31
80%
5.92
4.52
3.65
2.78
1.91
1.57
90%
6.53
5.05
4.18
2.96
2.44
1.74
100%
7.13
5.92
4.87
3.83 1
2.78
1.83
BUA % 43.80%
Req'd Ratio 1.15
6.88
0.00
0.54
0.90
1.01
1.37
1.80
1.91
2.01
2.50
2.90

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Watershed Model Schematic HydraflowHydrographsExtension for AutodeskO Civil 3D®2019byAutodesk,Inc. v202O
Legend
HXd. Origin Descdptlon
SCS Runoff Post Developed Condition
Reservoir Routed
SCS Runoff Pre Developed Condition
Project: 190115_Wet Pond Routing_049990014.gpw I Tuesday, 01 / 15 / 2019

Hydrograph Return Period ReHCdraflbw Hydrographs Extension for Autodesk®Civil 3139 2019 by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
-----
66.58
-----
-----
120.95
143.87 164.55
186.26
Post Developed Condition
2
Reservoir
1
------
36.26
-----
— ---
100.36
124.54 147.42
171.12
Routed
3
SCS Runoff
----
----
53.49
------
-----
101.32
121.70 140.20
159.69
Pre Developed Condition
Proj. file: 190115_Wet Pond Routing_049990014.gpw
Tuesday, 01 / 15 / 2019

Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk®Civil 31082019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
66.58
1
732
282,780
--
---
---
Post Developed Condition
2
Rcservoir
36.26
1
740
246,979
1
33.37
105,811
Routed
3
SCS Runoff
53.49
1
737
258,322
----
----
----
Pre Developed Condition
1901 15Wet Pond Routing_049990014.gp
Return Period: 2 Year
Tuesday,, 01 / 15 / 2019

Hydrograph Report 4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 01 / 15 / 2019
Hyd. No. 1
Post Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 66.58 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 282,780 cuff
Drainage area
= 28.910 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(12.430 x 98) + (16.480 x 72)] / 28.910
60.00
"III,
FI1111C
30.00
20.00
10.00
0.00
0
2 4 6 8
Hyd No. 1
Post Developed Condition
Hyd. No. 1 -- 2 Year
Q (cfs)
70.00
M1I11
Qi 1 1
30.00
20.00
10.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - Post Developed Condition
Max. Elevation
Reservoir name
= SCM-1
Max. Storage
Storage Indication method used
50.00
-i1Id+]
K�1
20.00
10.00
0.00
0 2 4
Hyd No. 2
Routed
Hyd. No. 2 -- 2 Year
6 8 10 12
Hyd No. 1
Tuesday, 01 / 15 / 2019
= 36.26 cfs
= 12.47 hrs
= 246,979 cuft
= 33.37 ft
= 105,811 tuft
Q (cfs)
70.00
l�1If
40.00
30.00
20.00
10.00
0.00
14 16 18 20 22 24 26
Time (hrs)
Total storage used = 105,811 cult

!J E.: nu mbport
v
Hydraflow HydrograpPihs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 01 / 15 / 2019
Pond No. 1 - SCM-1
Pond Data
Contours -User-defined contour areas. Average end area
method used
for volume calculation. Begining Elevation =
30.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 30.00
26,104
0
0
1.00 31.00
29,830
27,967
27,967
1.80 31.80
31,868
24,679
52,646
2.00 32.00
32,384
6,425
59,071
3.00 33.00
34,994
33,689
92,760
3.50 33.50
36,321
17,829
110,589
4.00 34.00
37,661
18,496
129,085
4.50 34.50
39,016
19,169
148,254
5.00 35.00
40,385
19,850
168,104
5.50 35.50
41,768
20,538
188,642
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 60.00
3.00
12.00
0.00
Crest Len (ft)
= 26.00 50.00
0.00 Inactive
Span (in) = 60.00
3.00
96.00
0.00
Crest El. (ft)
= 33.50 34.50
0.00 0.00
No. Barrels = 1
1
1
0
Weir Coeff.
= 3.33 2.60
3.33 3.33
Invert El. (ft) = 28.00
30.00
32.00
0.00
Weir Type
= 1 Broad
- ---
Length (ft) = 50.00
1.00
0.50
0.00
Multi -Stage
= Yes No
No No
Slope (%) = 1.00
1.00
0.00
We
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
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
5.00
4.00
3.00 -
2.00
1.00-
0.00 ` '
0.0 30.0
-i Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage I Discharge
60.0 90.0 120.0 150.0 160.0 210.0 240.0 270.0 300.0
Elev (ft)
36.00
35.00
34.00
33.00
32.00
31.00
1 30.00
330.0
Discharge (cis)

Hydrograph ReportY
-Hydrafl" Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020 Tuesday, 01 / 15 / 2019
Hyd. No. 3
Pre Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 53.49 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.28 hrs
Time interval
= 1 min
Hyd. volume
= 258,322 cuft
Drainage area
= 28.910 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] / 28.910
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8
Hyd No. 3
Pre Developed Condition
Hyd. No. 3 -- 2 Year
Q (cfs)
60.00
50.00
40.00
i 1 11
KI 111
10.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Summary Report
ydratlow Hydrographs Extension forAutodesk® Civil 31382019 by Autodesk, Inc. v2020
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
120.95
1
732
521,638
---
-----
-----
Post Developed Condition
2
Reservoir
100.36
1
740
4@r - •'
34.28
139,850
flouted
3
SCS Runoff
101.32
1
737
492,651
--
-----
-----
Pre Developed Condition
I
190115_Wet Pond Routing_049990014.gp
Return Period: 10 Year
Tuesday, 01 / 15 / 2019

Hydrograph Report rV
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020 Tuesday, 01 / 15 / 2019
Hyd. No. 1
Post Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 120.95 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 521,638 cuft
Drainage area
= 28.910 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CPI) = [(12.430 x 98) + (16.480 x 72)] / 28.910
Q (cfs) Post Developed Condition
Hyd. No. 1 -- 10 Year
140.00
120.00
100.00
40.00
20.00
2 4 6
Hyd No. 1
Q (cfs)
140.00
120.00
100.00
80.00
.4 11
40.00
20.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
"Q u
Hydraflow Hydrographs Extension for Autodesk(D Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 01 / 15 / 2019
Hyd. No. 2
Routed
Hydrograph type
= Reservoir
Peak discharge
= 100.36 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.33 hrs
Time interval
= 1 min
Hyd. volume
= 485,547 cuff
Inflow hyd. No.
= 1 - Post Developed Condition
Max. Elevation
= 34.28 ft
Reservoir name
= SCM-1
Max. Storage
= 139,850 cuft
Storage Indication method used
120.00
100.00
. 1 1Ii1
40.00
20.00
0.00
0 2 4 6
Hyd No. 2
Routed
Hyd. No. 2 --10 Year
Q (cfs)
140.00
120.00
100.00
80.00
1I11
40.00
20.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 ® Total storage used = 139,850 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Pre Developed Condition
II
Tuesday, 01 / 15 / 2019
Hydrograph type
= SCS Runoff
Peak discharge
= 101.32 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.28 hrs
Time interval
= 1 min
Hyd. volume
= 492,651 cuft
Drainage area
= 28.910 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] / 28.910
W11111IR
- $
40.00
20.00
2 4 6 8
Hyd No. 3
Pre Developed Condition
Hyd. No. 3 --10 Year
Q (cfs)
120.00
100.00
:�
.6M
40.00
20.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

06
Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v202D
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff 143.87
1
732
625,116
----
----
---
Post Developed Condition
2
Reservoir 124.51
1
738
588,944
1
34.50
148,371
Routed
3
SCS Runoff 121.70
1
737
595,227
---
-----
--- -
Pre Developed Condition
190115_Wet Pond Routing_049990014.gp
Return Period: 25 Year
Tuesday, 01 / 15 / 2019

IJ
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31302019 by Autodesk, Ina v2020 Tuesday, 01 / 15 / 2019
Hyd. No. 1
Post Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 143.87 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 625,116 cuft
Drainage area
= 28.910 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(12.430 x 98) + (16.480 x 72)] / 28.910
` 611147
W111I11
100.00
60.00
40.00
20.00
0.00
0 2 4 6
Hyd No. 1
Post Developed Condition
Hyd. No. 1 -- 25 Year
Q (cfs)
160.00
140.00
120.00
100.00
:1 11
60.00
40.00
r1 1re,
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - Post Developed Condition
Max. Elevation
Reservoir name
= SCM-1
Max. Storage
Storage Indication method used.
Routed
Tuesday, 01115 / 2019
= 124.51 cfs
= 12.30 hrs
= 588,944 cuff
= 34.50 ft
= 148,371 cuff
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 - - 60.00
40.00 40.00
20.00 20.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Hyd No. 2 y L� Total storage used = 148,371 cult

Hydrograph Report
Hydraflow Hydrographs Extension forAutodesk® Civil 31382019 by Autodesk, Inc. v2020
Hyd. No. 3
Pre Developed Condition
la
Tuesday, 01 / 15 / 2019
Hydrograph type
= SCS Runoff.
Peak discharge
= 121.70 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.28 hrs
Time interval
= 1 min
Hyd. volume
= 595,227 cuft
Drainage area
= 28.910 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 8.05 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] / 28.910
Q (Cfs)
140.00
120.00
100.00
40.00
20.00
I Is
2 4 6 8
Hyd No. 3
Pre Developed Condition
Hyd. No. 3 -- 25 Year
Q (Cfs)
140.00
120.00
100.00
3�
Hollis]
20.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

r
Hydrograph Summary Report
ydraflow Hydrographs Extension forAutodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
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
164.55
1
732
719,667
----
-----
---
Post Developed Condition
Reservoir
147A2
1
737
683,431
?
34.67
154,757
Routed
3
SCS Runoff
140.20
1
736
I
689,287
--
---
--
Pre Developed Condition
1901 15Wet Pond Routing_049990014.gp
Return Period: 50 Year
Tuesday, 01 / 15 / 2019

Hydrograph Report "E d
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 01 / 15 / 2019
Hyd. No. I
Post Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 164.55 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 719,667 cuft
Drainage area
= 28.910 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 9.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(12.430 x 98) + (16.480 x 72)] / 28.910
Q (cfs
180.00
160.00
140.00
120.00
100.00
80.00
010
Ui 14
20.00
Am
Post Developed Condition
Hyd. No. 1 -- 50 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 1
Time (hrs)

Hydrograph Report '6 0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by Autodesk, Inc. v2020
Hyd. No. 2
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - Post Developed Condition
Max. Elevation
Reservoir name
= SCM-1
Max. Storage
Storage Indication method used
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
2 4 6
Hyd No_ 2
Tuesday, 0 1 / 15 / 2019
= 147.42 cfs
= 12.28 hrs
= 683,431 cuft
= 34.67 ft
= 154,757 cuft
Routed
Hyd. No. 2 — 50 Year Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 ® Total storage used = 154,757 cult

uu
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 01 / 15 / 2019
Hyd. No. 3
Pre Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 140.20 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.27 hrs
Time interval
= 1 min
Hyd. volume
= 689,287 cuft
Drainage area
= 28.910 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 25.00 min
Total precip.
= 9.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(8.100 x 98) + (20.820 x 72)] 128.910
Pre Developed Condition
Q (off) Hyd. No. 3 -- 50 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00
100.00
80.00
80.00
60.00
- 60.00
40.00 _.
-- — 40.00
20.00
20.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3
Time (hrs)

ZU
Hydrograph Summary ReportH
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
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
186.26
1
732
819,900
----
-----
----
Post Developed Condition
2
Reservoir
171.12
1
736
783,609
1
34.80
160,241
Routed
3
SCS Runoff
159.69
1
736
I
789,260
----
----
Pre Developed Condition
190115_Wet Pond Routing_049990014.g
Return Period: 100 Year
Tuesday, 01 / 15 / 2019

Hydrograph Report Au
�Hydraflow Hydrographs Extension for Autodesk® Civil 3130 2019 by Autodesk, Inc. v2020 Tuesday, 01115 / 2019
Hyd. No. 1
Post Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 186.26 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 819,900 cult
Drainage area
= 28.910 ac
Curve number
= 83*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(12.430 x 98) + (16.480 x 72)] / 28.910
Q (Cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 2 4 6
Hyd No. 1
Post Developed Condition
Hyd. No. 1 -- 100 Year
Q (Cfs)
210.00
180.00
150.00
120.00
•1 We
.9 !X
30.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
LL
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - Post Developed Condition
Max. Elevation
Reservoir name
= SCM-1
Max. Storage
Storage Indication method used.
Routed
Hyd. No. 2 -- 100 Year
W141111f
150.00
120.00
01111ri]
Tuesday, 01 115 / 2019
= 171.12 cfs
= 12.27 hrs
= 783,609 tuft
= 34.80 ft
= 160,241 cuft
Q (cfs)
210.00
180.00
150.00
120.00
Emil]
"OI7
0.00 -' _z-. i i �....
- - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Hyd No. 1 Total storage used = 160,241 cult Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 01 / 15 / 2019
Hyd. No. 3
Pre Developed Condition
Hydrograph type
= SCS Runoff
Peak discharge
= 159.69 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.27 hrs
Time interval
= 1 min
Hyd. volume
= 789,260 cult
Drainage area
= 28.910 ac
Curve number
= 80*
Basin, Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of cone. (Tc)
= 25.00 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) - ((8.100 x 98) + (20.820 x 72)] / 28.910
Pre Developed Condition
Q (cfs) Hyd. No. 3 --100 Year Q MS)
160.00 160.00
140.00
140.00
120.00 120.00
100.00 100.00
80.00 80.00
50.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3
Time (hrs)

Hydraflow Table of Contents
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2020
190115_Wet Pond Routing_049990014.gpw
Tuesday, 01115 / 2019
WatershedModel Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
2 - Year
SummaryReport ......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Post Developed Condition .................................................... 4
Hydrograph No. 2, Reservoir, Routed...................................................................................... 5
PondReport - SCM-1.......................................................................................................... 6
Hydrograph No. 3, SCS Runoff, Pre Developed Condition...................................................... 7
10 -Year
SummaryReport ......................................................................................................................... 8
HydrographReports................................................................................................................... 9
Hydrograph No. 1, SCS Runoff, Post Developed Condition .................................................... 9
Hydrograph No. 2, Reservoir, Routed.................................................................................... 10
Hydrograph No. 3, SCS Runoff, Pre Developed Condition .................................................... 11
25 - Year
SummaryReport .......................................................................................................................
12
HydrographReports.................................................................................................................
13
Hydrograph No. 1, SCS Runoff, Post Developed Condition ..................................................
13
Hydrograph No. 2, Reservoir, Routed....................................................................................
14
Hydrograph No. 3, SCS Runoff, Pre Developed Condition ....................................................
15
50 - Year
SummaryReport .......................................................................................................................
16
HydrographReports.................................................................................................................
17
Hydrograph No. 1, SCS Runoff, Post Developed Condition ..................................................
17
Hydrograph No. 2, Reservoir, Routed....................................................................................
18
Hydrograph No. 3, SCS Runoff, Pre Developed Condition ....................................................
19
100 - Year
SummaryReport........................................................................................................................ 20
HydrographReports................................................................................................................. 21
Hydrograph No. 1, SCS Runoff, Post Developed Condition .................................................. 21
Hydrograph No. 2, Reservoir, Routed.................................................................................... 22
Hydrograph No. 3, SCS Runoff, Pre Developed Condition .................................................... 23

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Hall, Christine
From:
Hall, Christine
Sent:
Tuesday, January 08, 2019 8:30 AM
To:
Weaver, Cameron
Cc:
Brock Daniel
Subject:
RE: [External] RE: UNCW / P3 Housing
To schedule a scoping meeting, I will need some indication of the path forward they are thinking about to address the
issues as well as any questions that they will be looking to have answered. It can either be in an e-mail or in a revised
narrative.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
'Noti ;ti:g Compares
F_2r7^if correspor: ;1 r;:,o io and from t!; r•:.�u , ;� ; i• G.r' to the
From: Weaver, Cameron
Sent: Monday, January 07, 2019 5:49 PM
To: Hall, Christine <[e-mail]>
Cc: Brock Daniel <[e-mail]>
Subject: RE: [External] RE: UNCW / P3 Housing
Hi Christine.
Brock called me late. He is going to respond to your last email and told me that yes, they want to sit down and discuss
the questions that we have concerning the permit overlaps. He said he would try to clarify what they think about that
and any other current questions to be discussed.
I told him you may want further clarification in the request narrative before we set a scoping meeting date this month so
let's talk tomorrow to solidify what we need.
Cameron
Cameron Weaver
Environmental Assistance Coordinator
NCDEQ-Wilmington Regional Office
127 Cardinal Drive Ext.

r•
Wilmington NC 28405
910-796-7265
[e-mail]
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Hall, Christine
Sent: Monday, January 7, 2019 5:04 PM
To: Brock Daniel <BDaniel cm ckimcreed.com>; [e-mail]
Cc: Richard Collier <RCoIi1ierrnckimcreed.com>,- Weaver, Cameron <[e-mail]>
Subject: RE: [External] RE: UNCW / P3 Housing
I haven't seen a response to this email chain and wanted to follow-up to see if there have been any updates. Are you
still interested in a scoping meeting?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall ncdanr. ov
127 Cardinal Drive Ext.
Wilmington, NC 28405
ZOO
'r... ' f�.`.'.'- �lh•.. 1���. CGz 4,F,t' _1 ref
From: Hall, Christine
Sent: Monday, December 10, 2018 4:05 PM
To:'Brock Daniel' <[e-mail]>; [e-mail]
Cc:'Richard Collier' <[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: RE: [External] RE: UNCW / P3 Housing
Brock,
I talked further with Cameron. The fee costs can be found on the website I sent earlier and will depend on which path
you and UNCW selects to resolve the overlap in permits. The permitting timeframes have not changed. The last item,
impacts to other permits, is something that you need to discuss with UNCW. They have a good idea of their permits and
the impacts of adding permitted areas.
If you can talk with UNCW and discuss options for moving forward with permitting, the best I can offer this year is a
short phone call Thursday morning. Otherwise, a sit down scoping meeting can be scheduled in 2019 if you can submit
the appropriate form requesting that meeting.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources State Stormwater Program

Hall, Christine
From: Richard Collier <[e-mail]>
Sent: Monday, January 07, 2019 5:06 PM
To: Hall, Christine; Brock Daniel; [e-mail]
Cc: Weaver, Cameron
Subject: Re: [External] RE: UNCW / P3 Housing
Extr E'r,�i emafi. Do not c5rA links ur open attachments unim,,rvu verified, Send all suspicious email as an attachment to
Christine:
Yes, we remain interested in a scoping meeting. I will send to your our project narrative and exhibits to schedule the
meeting by Friday. How soon does it look like the meeting can occur?
Richard M. Collier
McKim & Creed
[phone]
From: Hall, Christine <[e-mail]>
Sent: Monday, January 7, 2019 5:03 PM
To: Brock Daniel; [e-mail]
Cc: Richard Collier; Weaver, Cameron
Subject: RE: [External] RE: UNCW / P3 Housing
I haven't seen a response to this email chain and wanted to follow-up to see if there have been any updates. Are you
still interested in a scoping meeting?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
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From: Hall, Christine
Sent: Monday, December 10, 2018 4:05 PM
To:'Brock Daniel' <[e-mail]>; [e-mail]
1

Hall, Christine
From:
Hall, Christine
Sent:
Monday, December 10, 2018 4:05 PM
To:
'Brock Daniel'; [e-mail]
Cc:
'Richard Collier'; Weaver, Cameron
Subject:
RE: [External] RE: UNCW / P3 Housing
Brock,
I talked further with Cameron. The fee costs can be found on the website I sent earlier and will depend on which path
you and UNCW selects to resolve the overlap in permits. The permitting timeframes have not changed. The last item,
impacts to other permits, is something that you need to discuss with UNCW. They have a good idea of their permits and
the impacts of adding permitted areas.
If you can talk with UNCW and discuss,options for moving forward with permitting, the best I can offer this year is a
short phone call Thursday morning. Otherwise, a sit down scoping meeting can be scheduled in 2019 if you can submit
the appropriate form requesting that meeting.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
�1,'ir3r GUl?e'Sr 11I:i =J) L rti( ;; hG!!ie si?!s .:?ClaliE . i 15 S It y' :i Ii/i
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From: Hall, Christine
Sent: Monday, December 10, 20181:05 PM
To:'Brock Daniel' <[e-mail]>
Cc: Richard Collier <[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: RE: [External] RE: UNCW / P3 Housing
I was not planning on scheduling any more scoping meetings this year. What questions do you have?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine, haliOncdenr.00v

127 Cardinal Drive Ext.
Wilmington, NC 28405
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North Card Vna PuNic , c: ,r ;, ' G ., Gnd' Tray he drsranseu to ;!'r•
From: Brock Daniel <BDaniel. jmckimcreed.com>
Sent: Monday, December 10, 2018 1:01 PM
To: Hall, Christine <Christine [e-mail]>
Cc: Richard Collier <RCoili�pr - mckimcreed.com>
Subject: RE: [External] RE: UNCW / P3 Housing
r External email. Do not click links or open attachments unless verified. send ail suspicious emaii as an attacnt to !
Hey Christine,
Thanks for getting back to us. I know you were out of the office for a few days last week. Would you be willing to sit
down with Richard and myself to briefly discuss what you've outlined below and how we best approach this with regard
to fee cost, permitting timeline, and minimizing impacts to existing permits? I think we could clear things up and have a
clear cut plan if we could have 20 to 30 minutes of your time. Please let me know if this is possible, and if.so, what works
best with your schedule.
Thanks
From: Hall, Christine <[e-mail]>
Sent: Monday, December 10, 2018 11:57 AM
To: Brock Daniel <[e-mail]>
Cc: Richard Collier <RCollier . mckimcreed:com>; Weaver, Cameron <cameroa� n.w�aver ncdenr.,-ov>
Subject: RE: [External] RE: UNCW / P3 Housing
Thank you for the exhibits. The express request received on 11/15 is asking for a submittal meeting to modify SW8
021017. Per the express program guidelines and fee schedule, projects cannot be scheduled into express if they impact
or overlap another permit or cause another permit to become out of compliance. The only exception is if the permitting
action(s) necessary to resolve the impact(s) is also submitted to the Express program at the same time. (refer to item II
under footnote 2 of the Express fee schedule)
Your email indicates that you are anticipating guidance from DEQ on how to handle. The choice is really up to you and
your clients on how to handle. Between modifications and/or including these other permitted areas into a single permit
and rescinding the old permit(s), there are many available options to resolve the impacts. As far as permitting fees goes,
the cheapest would be modify one permit to cover all impacted permitted areas ($4,000 fee) and ask for the others to
be rescinded ($500 for each rescission). However, at least two of these permits are located in several of the proposed
master plan areas (SW8 160103 and SW8 100405). Plus UNCW is not currently the permittee of SW8 100405 —the City
of Wilmington is and only they can sign off on any modification / rescission.

Hall, Christine
From:
Hall, Christine
Sent:
Monday, December 10, 2018 11:57 AM
To:
'Brock.Daniel'
Cc:
Richard Collier, Weaver, Cameron
Subject:
RE: [External] RE: UNCW / P3 Housing
Thank you for theoexhibits. The express request received on 11/15 is asking for a submittal meeting to modify SW8
021017. Per the express program guidelines and fee schedule, projects -cannot be scheduled into express if they impact
or overlap another permit or cause another permit to become out of compliance. The only exception is if the permitting
action(s) necessary to resolve the impact(s) is also submitted to the Express program at the same time. (referto item II
under footnote 2 of the Express fee schedule)
Your email indicates that you are anticipating guidance from DEQ on how to handle. The choice is really up to you and
your clients on how to handle. Between modifications and/or including these other permitted areas into a single permit
and rescinding the old permit(s), there are many available options to resolve the impacts. As far as permitting fees goes,
the cheapest would be modify one permit to cover all impacted permitted areas ($4,000 fee) and ask for the others to
be rescinded ($500 for each rescission). However, at least two of these permits are located in several of the proposed
master plan areas (SW8160103 and SW8 100405). Plus UNCW is not currently the permittee of SW8100405 —the City
of Wilmington is and only they can sign off on any modification / rescission.
Are you asking for a scoping meeting? Or do you have a preferable permitting option that avoids impacts and/or
resolves the impacts and just seeking advice on how to get them scheduled for submittal?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine"[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
'Nothing l sl t
Email
h is iiil�jii.L73
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From: Brock Daniel <[e-mail]>
Sent: Wednesday, December 05, 2018 5:21 PM
To: Hall, Christine <Christine.Hall @ncdenr.gov>
Cc: Richard Collier <[e-mail]>
Subject: FW: [External] RE: UNCW / P3 Housing

�-_7� ! .: r. + .. xternal email. Do not click links or open _mta ai, suspicious email as an attachment to
Hey Christine,
In response to your previous emails and questions, we put together the attached exhibits identifying the project
boundaries for existing, proposed, and future development areas. The existing project boundaries for developed areas
currently under permit were created by overlaying digital drawings with our existing conditions plan. The University
provided us a digital file containing construction/permit documents for many of the areas on campus currently under
permit. You will see where we've identified each of the areas currently under permit that fall within the boundary of our
proposed project. The following information further explains how the P3 Housing project will be integrated with the
areas currently under permit:
SW8 160103: The Hub common area behind is not affected by our project, that is to say the pervious paver areas
incorporated into the infiltration system. The grassed lawn area directly north (behind) the paver area is in our permit
however, we are maintaining it as pervious surface except the fire lane access drives. This area is incorporated into the
P3 Housing SWM Pond.
SW8 100405: Understand on state lands and ROW. Attached is a plan showing the P3 project limits adjacent to the
Cross -City Trail low density project area.
SW8 021017 Parking Lot "O" will be reconfigured, as shown, to allow for Building 1 construction and new parking. The
entire area of this permit will be incorporated into the P3 Housing Site Plan and the runoff will be collected and treated
by the proposed regional wet pond located across Walton Drive.
As far as the permits listed above, our intent would be to just modify these permits as necessary. However, we are
anticipating guidance from DEQ on what the desired approach will be.
In response to your previous question about the permittee, it will remain UNCW for this project as well as for future
development of the recreation area and dining hall. In response to your question about Parking Lot "P", it will
temporarily serve as a laydown area for materials during construction and will eventually be eliminated with the
redevelopment of the recreation area.
I believe that covers all of your questions, but if there's anything else, please let us know.
Thanks.
From: Hall, Christine <Christine.Hal [e-mail]>
Sent: Monday, December 03, 2018 9:49 AM
To: Richard Collier <RCollier9mdKimcreed.com>; Brock Daniel <BDaniel,?mcl<imcreed.com>; Weaver, Cameron
<ca rneron.weavet-o nccienr.pov>
Cc: Hall, Rhonda B <r.honJ-9.hal1(@nrdenr.gov>
Subject: RE: [External] RE: UNCW / P3 Housing
SW8160103: Have you conducted a file review on this file? The project area covered under this permit extends beyond
the building itself. It includes improvements to the common area behind the hub.
SW8 100405: Have you conducted a file review on this file? Being state property, there is no ROW along Riegel
Road. This section of the trail maintains a low density project area. Please provide a close up site layout of the area
demonstrating that the site improvements will remain outside of the cross city trail permit project area.

Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
chri�t5ne.haII@nc enr.gov
111 Cardinal Drive Ext.
Wilmington, NC 28405
' Nothing Compares -
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Emadcanrespondef7ce to and f1rorn the
North Carolina Public Records Law,--.-' fl7ird ;tar =e,s.
From: Richard Collier <[e-mail]>
Sent: Monday, December 03, 2018 9:39 AM
To: Brock Daniel <BD.-:niel@mckin►crzed.com>; Hall, Christine <Christine.Hall(ancdenr.Rov>, Weaver, Cameron
<ca meron.weaver@ ncdenr.gov>
Cc: Hall, Rhonda B <rhonda hall@ncdenr.�ov>
Subject: [External] RE: UNCW / P3 Housing
! +► i ternal email. Do not click links or open nts unless e . Sendpicious errs s a achrne O
Christine:
Good Morning. Hope you and your family had a wonderful Thanksgiving!
In response to your email below I offer the following comments:
1. SW8160103forthe Hub:
a. The UNCW P3 Student Housing Project proposed will not impact or modify The Hub SWM Permit. Our
project is adjacent to that project and maintains its overflow outfall. Predominantly, The Hub is an
infiltration system and we will not amend this primary treatment.
2. SW8170907 for sidewalk improvements at Graham / Hewlett:
a. I am unaware of this project and its scope. We will investigate and provide input back on this permit.
3. SW8 100405 for the U NCW portion of the Cross City Trail (currently issued to the City of Wilmington)
a. The Cross -City Trail and its associated SWM permit is within the Riegel Road ROW and is unaffected by
this project. We are not adding to or removing any portion of the Cross -City Trail.
Let me or Brock know if you have any additional comments. We would like to schedule the SWM Express Meeting as
soon as possible.
Thanks,
Ric,-ard Col ier, PE I Asst (Vice nr.�-'dent
T 1.0.343..10APT 9 C 9101.520.77✓4
243 'Nortin FronL- Street :'}iclr;;i .:,,tor•, i'vC_ 2!:'401.
RCollier(a)mckimcreed.com I www.mckinicreeG.com

Voted "Best Firm To Work For" - Zi4t-c Croup
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From: Hall, Christine <Christine.Er�a! 0ncdenr.gov,>
Sent: Wednesday, November 28, 2018 5:03 PM
To: Brock Daniel <[e-mail].>; Richard Collier <[e-mail]>
Cc: Weaver, Cameron <car3ie i._r-in.Ni_eaverrcDricden_ r._ fjcv_>
Subject: UNCW / P3 Housing
In looking at the recently provided site plan and express request, I have a few questions.
The site plan appears to show that the proposed improvements will impact more than just SW8 021017. Have you
looked at the following files to confirm there is no impact to those as well:
SW8 160103 for the Hub
SW8 170907 for sidewalk improvements at Graham / Hewlett
SW8 100405 for the UNCW portion of the Cross City Trail (currently issued to the City of Wilmington)
SW8 170907 likely won't be impacted unless the project "spills" over from what is shown on the site plan but it is
important to note that there is an adjacent permitted area. It's hard to tell from the size of the site plan, but it looks like
parking is proposed in the low density area approved for the Cross City Trail under SW8 100405.
Are you planning on modifying one or all of these permits? Will any need to be rescinded? Also, I see in the narrative
that this is a public / private / partnership development. Will UNCW remain as the permittee?
The site plan appears to indicate that Parking Lot P will be cut off and no longer be accessible from Walton Drive. Is
there a proposed alternative access or is that a future project?
That's all the questions I have at the moment. Thanks in advance!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall dDricdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405

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Hall, Christine
From: Hall, Christine
Sent: Wednesday, November 28, 2018 5:03 PM
To: '[e-mail]'; '[e-mail]'
Cc: Weaver, Cameron
Subject: UNCW / P3 Housing
In looking at the recently provided site plan and express request, I have a few questions.
The site plan appears to show that the proposed improvements will impact more than just SW8 021017. Have you
looked at the following files to confirm there is no impact to those as well:
SW8 160103 for the Hub
SW8 170907 for sidewalk improvements at Graham / Hewlett
SW8 100405 for the UNCW portion of the Cross City Trail (currently issued to the City of Wilmington)
SW8 170907 likely won't be impacted unless the project "spills" over from what is shown on the site plan but it is
important to note that there is an adjacent permitted area. It's hard to tell from the size of the site plan, but it looks like
parking is proposed in the low density area approved for the Cross City Trail under SW8 100405.
Are you planning on modifying one or all of these permits? Will any need to be rescinded? Also, I see in the narrative
that this is a public / private / partnership development. Will UNCW remain as the permittee?
The site plan appears to indicate ghat Parking Lot P will be cut off and no longer be accessible from Walton Drive. Is
there a proposed alternative access or is that a future project?
That's all the questions I have at the moment. Thanks in advance!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
N-Z ^Nothing Compares