SW8010220_Historical File_20170905

r --
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
Energy, Mineral & TRACY DAVIS
Land Resources Director
ENVIRONMENTAL QUALITY
September 5, 2017
Carteret General Hospital Corporation
Attn: Richard A. Brvenik, President
PO Drawer 1619
Morehead City, NC 28557
Subject: Stormwater Management Permit No. SW8 010220
Carteret General Hospital
High Density Commercial Project
Carteret County
Dear Mr. Brvenik:
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit
Application for Carteret General Hospital on August 29, 2017. Staff review of the modified plans and
specifications has determined that the project, as proposed, will comply with the Stormwater Regulations
set forth in Title 15A NCAC 2H.1000 (1995 Rules) as amended by Session Law (SL) 2008-211 and as
subsequently amended on January 1, 2019 (2017 Rules). We are forwarding modified Permit No. SW8
010220 dated September 5, 2017, for the construction, operation and maintenance of the stormwater
control measures (SCMs), built -upon areas, as well as the Stormwater collection system and/or vegetated
conveyance system associated with the subject project. Please replace the previously approved plan
sheets with the attached modified and approved versions. Please replace the previous application (SWU-
101), infiltration basin supplement, and infiltration basin operation and maintenance agreement with the
attached modified versions.
This permit shall be effective from the date of issuance until July 23, 2025 and shall be subject to the
conditions and limitations as specified therein, and does not supersede any other agency permit that may
be required. Please pay special attention to the permit conditions regarding the operation and
maintenance of the SCMs, stormwater collection system, and/or vegetated conveyances; the limitation of
built -upon area; modification of the project; the procedures for changing ownership of and/or transferring
the permit; and the need to renew the permit. Please also pay attention to the permit conditions that
requires the recordation of deed restrictions and protective covenants, easements, and the maintenance
agreement, which must all be provided along with certification upon completion of the project. Failure to
comply with these requirements will result in future compliance problems.
The following modifications are included and covered by this permit:
1. Increasing the drainage area and built -upon area to the previously approved infiltration basin.
These additional areas are subject to the 2017 rules. The increased runoff requires the infiltration
basin size to increase, requiring the infiltration basin to meet the 2017 minimum design criteria
(MDC).
2. The approved plan set includes the following versions: July 23, 2001, May 22, 2014, and
September 5, 2017. Portions of the July 2001 plans are no longer applicable or in effect as
documented in the September 5, 2017 plans.
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 67.14 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.
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drivr Extension I Wilmington, NC 28405
910 796 721S

State Stormwater Permit No. SW8 010220
Page 2 of 2
If you have any questions, or need additional information concerning this matter, please contact Christine
Hall in the Wilmington Regional Office at (910) 796-721 S. ti a,
Sincerely,
Tracy Davis Ptor
Division of Energy, Mineral and Land Resources
Enclosures: Attachment A — Designer's Certification Form
GDS/cash: G:\\\Stormwater\Permits & Projects\2001\010220 HD\2017 09 permit 010220
cc: Ginger Y. Turner, P.E., Stroud Engineering
Town of Morehead City Building Inspections
Carteret County Engineering
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Management Systems
Permit No. SW8 010220
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Carteret General Hospital Corporation
Carteret General Hospital
3500 Arendell Street, Morehead City, Carteret County
FOR THE
construction, operation and maintenance of one (1) infiltration basin, seven (7) areas of
permeable pavement (some treating additional BUA), and the redevelopment of 72,475 square
feet of existing BUA, in compliance with the provisions of Title 15A NCAC 2H .1000 (1995
Rules) and as amended by Session Law (SL) 2008-211 and as subsequently amended on
January 1, 2017 (2017 Rules) (collectively, the "stormwater rules') and the approved
stormwater management plans, application, supplement(s), 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") and
considered an enforceable part of this permit.
This permit shall be effective from the date of issuance until July 23, 2025, and shall be subject
to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the approved plans and specifications.
2. The tract is a combination of pre-1988 existing built -upon area (BUA), previously
permitted BUA that is being removed and replaced, redeveloped BUA, and proposed
new BUA. There is 347,387 sf of pre-1988 existing BUA within the main campus (called
DA-1) and there is 72,475 sf of existing BUA within the west campus (called DA-2) that
is being redeveloped. The design premise is to treat the amount of BUA that exceeds
what previously existed, after considering what has been removed, what is proposed,
and any BUA credit for the use of permeable pavement.
3. This stormwater system has been approved for the management of stormwater runoff as
described in Sections 1.5, 1.8 and 1.9 of this permit. The infiltration basin stormwater
control in DA-10 has been designed to handle the runoff from 48,196 square feet of
BUA. The seven (7) permeable pavement areas (DA-3, DA-4, DA-5, DA-6, DA-7, DA-8
and DA-9) will treat the footprint of the permeable pavement, and in the case of DA-5,
DA-6, DA-7, DA-8 and DA-9 only, adjacent BUA will be treated. The total BUA treated in
DA-3, DA-4, DA-5, DA-6, DA-7, DA-8 and DA-9, is 625.5, 504, 3,760, 2,392, 3,760,
3,743 and 28,000, respectively.
Page 1 of 6

State Stormwater Management Systems
Permit No. SW8 010220
A. The runoff from all BUA within the permitted drainage areas of this project must be
directed into the appropriate permitted stormwater control system. Each of the permitted
BMP's is limited to treating only that amount of BUA listed on the application and in the
approved calculations. The BUA for future development within DA-10 is limited to 1,534
square feet.
5. The following design criteria have been permitted for the infiltration basin (DA-10) under
the 2017 MDC and must be provided in the system at all times and maintained at design
condition:
a.
Drainage Area, acres:
1.39
Onsite, subject to 1995 Rules,
ft2:
54,871
Onsite, subject to 2017 Rules,
ft2:
5,867
Offsite, ft2:
0
b.
Total Impervious Surfaces, ft2:
48,196
Onsite, subject to 1995 Rules,
ft2:
43,644
Onsite, subject to 2017 Rules,
ft2:
4,552
Offsite, ft2:
0
C.
Design Storm
subject to 1995 Rules, inch:
1.5
subject to 2017 Rules, inch:
3.66
d.
Basin Depth, feet:
1.85
e.
Bottom Elevation, FMSL:
22.9
f.
Bottom Surface Area, ft2:
2,902
g.
Bypass Weir Elevation, FMSL.
24.75
h.
Permitted Storage Volume, ft3:
6,845
k.
Type of Soil:
Wando
I.
Expected Infiltration Rate, in/hr:
4
M.
Seasonal High Water Table, FMSL.
21.4
n.
Time to Draw Down, hours:
7
o.
Receiving Stream/River Basin:
Bogue Sound / WOK03
P.
Stream Index Number:
20-36-(8.5)
q.
Classification of Water Body:
"SA HQW"
6. The peak flow from the 10-year storm event from the infiltration basin drainage area
shall not cause erosion downslope of the stormwater outlet discharge point.
7. Pretreatment devices have been provided to prevent clogging the infiltration basin. This
project uses a sump in the existing control box for pretreatment.
8. A 72,475 ft2 portion of DA-2 (West Campus) is excluded from State Stormwater
permitting requirements under the following conditions:
a. The project must be constructed as shown on the plans submitted to this Office;
b. The currently proposed built -upon area is 98,908 square feet within DA-2. The
existing built -upon area of 72,475 square feet is not required to be treated. The
excess of 26,433 square feet is proposed to be treated by permeable pavement
designed to infiltrate (DA-3, DA-4, DA-5, DA-6, DA-7 and DA-8), and;
c. The runoff from the existing BUA of 72,475 square feet is proposed to continue to
sheet flow over grassed areas to existing drainage outlets, which provides equal
protection of surface waters as the existing stormwater control, which is sheet flow
over impervious surfaces to existing drainage outlets.
Page 2 of 6

State Stormwater Management Systems
Permit No. SW8 010220
9.. The following design criteria have been approved for the permeable pavement areas,
and shall be installed and maintained at design condition:
DA3
DA4
DA5
DA6
DA7
DA8
DA9
a
HSG
-
A/B
A/B
A/B
A/B
A/B
A/B
A/B
b
Drainage Area
SF
2502
2016
6604
4648
6700
5999
44800
c
PP Area
SF
2502
2016
3008
3008
3008
3008
22400
d
Effective BUA
SF
625.5
504
752
752
752
752
5600
e
Adjacent BUA
SF
0
0
3008
1640
3008
2991
22400
f
Design Storm
in
1.5
1.5
1.5
1.5
1.5
1.5
1.5
g
10 yr 24 hr IDS (P)
in
6.87
6.87
6.87
6.87
6.87
6.87
6.87
h
Infiltration Rate
In/hr
5
5
5
5
5
5
3
i
D,Nq Aggregate Depth
in
12
12
12
12
12
12
12
j
Volume Treated
CF
1001
806
1203
1203
1203
1203
8960
kJ
D,,q Ponding Time
days
.06
.06
.13
.10
.13
.12
.21
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety, vegetated as
required, and operational for its intended use prior to the construction of any built -upon
surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
4. If the stormwater system was used as an Erosion Control device, it must be restored to
design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility. The drainage area must be stabilized prior to the construction
of the permeable pavement. During site construction, drainage from unstabilized areas
of the project must be diverted away from the permeable pavement and into suitable
erosion control measures.
5. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at design
condition. The approved Operation and Maintenance Agreement is incorporated by
reference into this permit and must be followed in its entirety and maintenance must
occur at the scheduled intervals.
6. Records of maintenance activities must be kept for each permitted BMP. The reports will
indicate the date, activity, name of person performing the work and what actions were
taken.
Page 3 of 6

State Stormwater Management Systems
Permit No. SW8 010220
T. Upon completion of the project, the permittee shall determine whether or not the project
is in compliance with the permitted plans and take the necessary following actions:
a. If the permittee determines that the project is in compliance with the permitted 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 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
permitted plans, the permittee shall submit an application to modify the permit
within 30 days of completion of the project or provide a plan of action, with a
timeline, to bring the site into compliance.
8. Access to the stormwater facilities shall be maintained in an unobstructed manner and
via appropriate easements at all times.
9. 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:
a. Any modification to the approved plans and specifications, regardless of size
including the stormwater control measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the drainage
area.
c. Further development, subdivision, acquisition, lease or sale of any, all or part of the
project area as reported in the approved plans and specifications.
d. Altering, modifying, removing, relocating, redirecting, regrading or resizing of any
component of the approved stormwater control measure, stormwater collection
system and/or vegetative conveyance system shown on the approved plan.
e. The construction of any allocated future BUA.
f. The construction of any permeable pavement for BUA credit that was not included in
the approved plans and specifications.
g. The construction of any #57 stone area, public trails, or landscaping material to be
considered a permeable surface that were not included in the approved plans and
specifications.
h. Other modifications as determined by the Director.
10. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The project and the stormwater facility must be in substantial compliance with
all permit conditions. Any items not in substantial compliance must be repaired, replaced
or restored to design condition prior to the transfer. Records of maintenance activities
performed to date will be required.
11 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 revised
plans and certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
Any individual or entity tound to be in noncompliance with the terms and conditions of
this permit or with the stormwater rules, is subject to enforcement action by the Division,
in accordance with North Carolina General Statute 143, Article 21.
Page 4 of 6

State Stormwater Management Systems
Permit No. SW8 010220
Z The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
3. If the facilities fail to perform satisfactorily the Permittee shall take immediate corrective
action, including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems. Additional or replacement
stormwater management systems shall receive a permit from the Division prior to
construction.
4. This permit is not transferable to any person or entity except after notice to and approval
by the Director. The permittee shall submit a completed and signed Name/Ownership
Change Form, accompanied by the supporting documentation as listed on the form, to
the Division at least 60 days prior to any one or more of the following events:
a. An ownership change including the sale or conveyance of the project area in whole
or in part;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all permit conditions until such time as
the Division approves the transfer request. Neither the sale of the project, in whole or in
part, nor the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
7. 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 permit conditions.
8. Approved plans, application documents, supplements, calculations, operation and
maintenance agreement, and specifications for this project are incorporated by reference
and are enforceable parts of the permit. A copy of this permit, application, supplements,
operation and maintenance agreement, and approved plans and specifications shall be
maintained on file by the permittee.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. 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 as allowed by the
laws, rules and regulations contained in Session Law 2008-211, Title 15A NCAC
2H.1000, and NCGS 143-215.1 et. al.
11. 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).
Page 5 of 6

State Stormwater Management Systems
Permit No. SW8 010220
Rermit modified and reissued this the 5t' day of September 2017.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
r i racy Davis, EVE., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 6 of 6

Attachment A
State Stormwater Management Systems
Permit No. SW8 010220
Carteret General Hospital
Stormwater Permit No. SW8 010220
Carteret County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/weekly/full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
cc: NCDEQ-DEMLR Regional Office
Town of Morehead City Building Inspections
Page 1 of 2

State Stormwater Management Systems
Permit No. SW8 010220
4
5
General Certification Requirements:
.1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. All slopes are grassed with permanent vegetation.
6. Vegetated slopes are no steeper than 3:1.
7. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
8. The permitted amounts of surface area and/or volume have been provided.
9. All required design depths are provided.
.10. All required parts of the system are provided.
.11. The required dimensions of the system are provided, per the approved plan.
.12. All components of the stormwater control measure are located in either recorded
common areas, or recorded easements.
Infiltration System Certification Requirements:
1. The bypass structure weir elevation is per the approved plan.
2. The bypass structure is located per the approved plans.
3. A trash rack is provided on the bypass structure.
Permeable Pavement Certification Requirements:
1. The soil subgrade slope under the permeable pavement has the appropriate
slope.
2. The base material under the permeable pavement areas is a washed aggregate.
4. Except for the incidental, unavoidable runott from the stable vegetated areas
shown on the approved plans, runoff from adjacent pervious areas has been
prevented from reaching the permeable pavement.
5. A capped observation was installed at the low point in each permeable pavement
system or terraced area as shown on the approved plans.
6. Edge restraints have been installed around the perimeter of the permeable
interlocking concrete pavers and/or concrete grid pavers.
8. After installation, the permeable pavement was protected from sediment
deposition until the site was completed and stabilized. An in -situ infiltration
permeability test has been conducted to confirm.
Page 2 of 2

'I

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
492
09.06 16:26
912527562345
10
09.06 16:26
09.06 16:28
10
OK
TIME :09-06-2017 16:28
FAX NO.1 :9103502004
NAME Mainfax

ora%*46
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I. General Information
Narrative
Stormwater Management Plan
Carteret General Hospital
August 21, 2017
Owner:
Carteret General Hospital
Richard A. Brvenik, President
3500 Arendell Street
Morehead City, NC 28557
[phone]
Engineer: Stroud Engineering, P.A.
107-B Commerce Street
Greenville, NC 27858
,way'4' N CA/3p 0,
� 0����j/ �a
SEAL
36970
Carteret General Hospital received the most recent modification to SW8 010220 on May 22, 2014
for the construction of a parking lot on west campus. This request is to add eight -teen parking spaces
13,018 square feet) south of the existing infiltration basin located in the northeast quadrant of the
property and provide an additional 1,534 square feet of miscellaneous impervious.
II. Stormwater Information
The project has already installed and had certified the pervious pavement areas at both Main and
West Campus locations. The additional impervious is required to be permitted under the 2017
stormwater rules and requires a treatment storm of 3.66 inches (lyr-24hr), given the property drains
to Bogue Sound, SA waters. The pre -post volume required to be stored is 1,249.52 cubic feet.
We are proposing to modify the existing infiltration basin to accommodate and treat the
additional required volume. To obtain the additional volume the SCM is increasing in size therefore
considered a major modification to the SCM which requires the SCM to meet the 2017 rules and
Minimum Design Criteria. The bottom of the basin is being lowered to elevation 22.9 decreasing the
separation from the seasonal high-water table to 18 inches. The tables below compare incremental
volumes at half foot contours of the original approved and proposed basin.
Incremental Volumes: Previously Permitted
Basin
Elevation
(ft)
Surface
Area (sf)
Incremental Volume
(cf)
Cumulative
Volume (cf)
23.40
2,984.00
0.00
0.00
23.50
3,059.00
302.15
302.15
24.00
3,447.00
1,626.50
1,928.65
24.50
3,849.00
1,824.00
3,752.65
24.75
4,054.00
987.88
4,740,53.

Carteret General Hospital
Page 2
Incremental Volumes: Proposed Basin
Elevation
(ft)
Surface
Area (sr')
Incremental Volume
(cf)
Cumulative
Volume (cf)
22.9
2,902.50
0.00
0.00
23.00
1 2,984.00
294.33
294.33
23.50
3,406.00
1,597.50
1,891.83
24.00
3,845.00
1,812.75
3,704.58
24.50
4,301.00
2,036.50
5,741.018
24.75
4,536.00
1,104.63
6,845.70
III. Erosion and Sedimentation Control Plan
The following measures are proposed for the site. If it becomes evident that additional erosion
and sedimentation control measures are needed, they shall be installed immediately. It is intended that
all grading and excavation activities within a certain area will be protected as soon as that activity is
complete.
1. Sediment Fence — Sediment fence will be utilized as necessary in locations as shown on
plans or as deemed necessary by the engineer to ensure that off -site sedimentation is
controlled.
2. Seeding — Soil stabilization shall be achieved on any area of the site where land -
disturbing activities have temporarily or permanently ceased according to the following
schedule:
a. Any areas steeper than 3:1 slope shall be provided temporary or permanent
stabilization within 7 calendar days from the last land -disturbing activity.
b. All other disturbed areas shall provide temporary or permanent stabilization
within 14 calendar days from the last land -disturbing activity.
3. Construction Entrance —Entrances to the project are existing and paved.
4. Infiltration Basin — The basin shall be cleaned out upon completion of the project and
graded to the proposed elevations.
5. Maintenance Plan
1. All erosion and sediment control measures shall be checked for stability and effective
operations following every runoff producing rainfall event or at least once per week.
Repairs required shall be completed immediately to the dimension and functions
indicated on the plans.
2. Sediment shall be removed from behind the sediment fencing when it becomes 0.5 feet
deep at the fence. The fence shall be replaced or repaired as necessary to maintain a
barrier.
3. All seeded areas shall be fertilized, seeded and mulched within 14 calendar days of
disturbance. Disturbed areas shall be fertilized, reseeded and mulched as necessary
according to the Contract documents to establish and maintain a dense vegetative cover.

Stormwater Management Calculations
for
Carteret General Hospital
Owner:
Carteret General Hospital
Richard A. Brvenik, President
3500 Arendell Street
Morehead City, NC 28557
[phone]
oh•�tN CAgo-' ,�`
�o ,oesseo;��•?q
SEAL
o '_ 36970 n
c•
;GIN , •°
Y.
V1
Engineer:
Stroud Engineer, P.A.
Ginger Y. Turner, PE
107-B Commerce Street
Greenville, NC 27858
252-756-9352 Ext 233
nEGElVE�
AUG 07 Pmr `I
BY:

STROUD ENGINEERING, P.A. JOB PM1127-018 Carteret General Hospital
107 Commerce Street, Suite B SHEET NO. 1 of i
GREENVILLE, NC 27858 CALCULATED BY DATE
[phone] CHECKED BY _ DATE
C-0647 SCALE
INFILTRATION BASIN DESIGN
General Information
Permitted Drainage Area = 54871 sf
1.26 acres
Additional Drainage Area
5867 sf
0.13 acres
Total Drainage Area =
6173R sf
Previously Permitted Impervious Area =
43644.00 sf
Existing Impervious within Additional Drainage Area
Buildings = 0 SF
Gravel 0 SF
Total = 0 SF
0.00 acres
Pervious 5867.00 sf
0.1347 acres
%Impervious 0.00%
Proposed Impervious
Additional Drainage Area and Impervious Evaluated =
8885 sf
0.20 acres
Proposed Parking =
3018 sf
Miscellaneous =
1534 sf
Total =
4552 sf
0.1045 acres
Pervious = 4333.00 SF
0.10 AC
%Impervious = 51.23%
Volume of Runoff - Simple Method
Rv = 0.05 f 0.9 * IA
Where. Rv = Runalf+ rt(tviillss)
[A.. = impenrioue fracdimr(unitlerss)
IA -Pr. =
0.000
Rv-P.
la -Post =
0.512
R,,.. =
0.511
Does the project drain to SA or ORW waters? Yes
1 3630 i IUD t Rv' A
VWAW Ov =Clesmin voRene {tom iCj
Rn =Degkgri stint, depth (m)
A, Dtahrage =a W
Use Volume from Simple Method Calculation

STROUD ENGINEERING, P.A.
107 Commerce Street, Suite B
GREENVILLE, NC 27858
[phone]
C-0647
Reau?red Volume for Additional Parking Only
RD =
3.66 in
JOB PM1127-018 Carteret General Hospital
SHEET NO. 2 OF 13
CALCULATED BY DATE
CHECKED BY DATE
SCALE
APre Addttlonal DA and Pmposed Impervious On —
0.20 ac
DVpre =
135.50 cf
Apost (Additional DA and Pro used Im ervlous Only)
0.20 ac
DVpn. =
1,385.02 cf
DV.. - DVpre =
1,749.52 cf
Required Volume Previously Permitted =
5,596.00 cf
Required Infiltration Basin Volume =
6,845.52 cf
Effective Infiltration Area Calculation
DV
SA — `FS*(K'T)
SA = effective infiltrating area (sf)
DV = volurne of water requiring infiltration (cf)
K = hydraulic conductivity of soil (in/hr)
T = dewatering time (days)
V = 6,845.52 cf
K = 4.00 In/hr
T = 3 days
A = 295 SF Minimum Area of Bottom of Infiltration Basin
Stage -Storage Volume Calculation Table
Elevation (ft)
Surface Area (sf)
Incremental
Volume (cf)
Cumulative
Volume (cf)
22.9
2,902.50
0.00
0.00
23.00
2,984.00
294.33
294.33
73.5
3,406.00
1,597.50
1,891.83
24.0
1 3,845.00
1 1,812.75
3,704.58
24.5
4,301.00
2,036'50
5,741.08
24.75
1 4,536.00
1 1,104.63
6,845.70
Actual Draw Down Time
T=V/(2*K*A
<= 2,902 sf > 268 sf
V = 6,845.52 cf
K= 4.00 in/hr
A = 2,902.50 sf Surface Area at Elev = 22.9' from Stage -Storage Volume Table
T = 0.29 Days I<= Less Than 3 days = OK
7.08 Hours

STROUD ENGINEERING, P.A.
107 Commerce Street, Suite B
GREENVILLE, NC 27858
[phone]
C-0647
Stage -Storage Relationship
Drainage Area to pond= 60738 sf
1.394353 acres
Runoff Coefficients
Lawns sandy soil flat c = 0.1
Impervious c = 1
Curve Numbers
Impervious CN= 98
Open space (good condition) CN= 39
Intensity (POST -DEVELOPMENT) NOAA tc = 5min
lyr-24hr= 5.8 in/hr
10yr-24hr= 8.84 in/hr
Precipitation Depth
1yr-24hr = 3.66 in
10yr-24hr= 6.87 in
Post Development to Basin
Proposed Impervious Areas
Impervious Area = 48,196 sf
Total = 48,196 sf
1.106428 acres
% Impervious = 79.35%
Proposed Pervious
Pervious = 12,542 sf
0.29 acres
% Pervious = 20.65%
c = 0.81
Flows
Q1yr-24hr= 6.58 cfs
Q10yr-24hr— 10.04 cfs
CN = 86
S = 1.65
Runoff Depth
Runoff 1-yr = 2.22 in
Runoff 10-yr = 5.22 in
Time to Peak
Tp 1-yr= 20.8 min
Tp 10-yr = 32.0 min
JOB PM1127-018 Carteret General Hospital
SHEET NO. 3 OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE

STROUD ENGINEERING, P.A.
107 Commerce Street, Suite B
GREENVILLE, NC 27858
[phone]
C-0647
Stage Storage 1 Yr Storm
JOB PM1127-018 Carteret General Hospital
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY
SCALE
b= 1.181152456
Ks= 3310.147298
Contour
Contour
Area (sf)
Incr.
Vol (cf)
(S)
Accum.
Vol (cf)
(Z)
Stage (ft)
LN S
LN Z
Z est.
22.9
2,902.50
0
0
0.0
0
0
0
23.00
2,984.00
294.325
294.325
0.10
5.68
-2.30
0.1
23.5
3,406.001
1597.5
1 1891.825
0.6
7.55
-0.51
0.6
24.0
3,845.00
1812.75
3704.575
1.1
8.22
0.10
1.1
24.5
4,301.00
2036.5
5741.075
1.6
8.66
0.47
1.6
24.8
4,536.00
1104.6251
6845.7
1.9
8.83
0.62
1.9
Tp= 20.8 Area Bottom of Basin = 2,902.50 sf Weir Length = 9
Qp= 6.58 Infiltration Rate = 9.25925E-05 ft/sec Elevation = 24.75
Outflow = 0.268749731 cfs Cw = 3
DATE
Time
Cumulative
Outflow#1
Outflow#2
Total
(mins)
T/TIP
Inflow
Storage
Storage (cf)
Stage (ft)
Elevation
Infiltrated (cfs)
Weir (cfs)
(cfs)
0
1
0.05
0
0
0
0
22.9
0
0.00
0.00
2
0.10
0.15
4.47
4.47
0.00
22.90
0.15
0.00
0.15
3 1
0.14
0.33 1
5.49
9.96
0.01
22.91
0.27
0.00
0.27
4
0.19
0.58
11.31
21.27
0.01
22.91
0.27
0.00
0.27
5
0.24
0.89
28.18
49.45
0.03
22.93
0.27
0.00
0.27
6
0.29
1.26
48.54
97.98
0.05
22.95
0.27
0.00
_
0.27
7
0.34
1.67
71.92
169.90
0.08
22.98
0.27
0.00
0.27
8
0.38
2.12
97.79
267.69
0.12
23.02
0.27
0.00
0.27
9
0.43
2.60 1
125.56
393.25
0.16
23.06
0.27
0.00
0.27
10
0.48
3.09
154.60
547.85
0.22
23.12
0.27
0.00
0.27
11
0.53
3.59
184.25
732.10
0.28
23.18
0.27
0.00
0.27
12
0.58
4.08
213.83
945.93
0.35
23.25
0.27
0.00
0.27
13
0.63
4.55
242.67
1188.60
0.42
23.32
0.27
0.00
0.27
14
0.67
4.99
1 270.11
1458.71
0.50
23.40
0.27
0.00
0.27
15
0.72
5.40
295.53
1754.23
0.58
23.48
0.27
0.00
0.27
16
0.77
5.75
318.34
2072.57
0.67
23.57
0.27
0.00
0.27
17
0.82
6.05
338.04
2410.61
0.76
23.66
0.27
0.00
0.27
18
1 0.87
6.29
354.16
2764.78
0.86
23.76
0.27
0.00
0.27
19
0.91
6.46
366.35
3131.13
0.95
23.85
0.27
0.00
0.27
20
0.96
6.56
1 374.33
3505.46
1.05
23.95
0.27
0.00
0.27
21
1.01
6.58
377.91
3883.37
1.14
24.04
0.27
0.00
0.27
22
2.06
6.53
377.01
4260.39
1.24
24.14
0.27
0.00
0.27
23
1.11
6.40
371.66
4632.05
1.33
24.23
0.27
0.00
0.27
24
1.15
6.20
361.97
4994.02
1.42
24.32
0.27
0.00
0.27
25
1.20
5.94
348.17
5342.18
1.50
24.40
0.27
0.00
0.27
26
1.25
5.62
1 330.78
5672.96
1.58
24.48
0.27
0.00
0.27
27
1.30
5.28
311.07
5984.03
1.65
24.55
0.27
0.00
0.27
28
1.35
4.96
291.25
6275.28
1.72
24.62
0.27
0.00
0.27
29
1.39
4.66
272.62
6547.90
1.78
24.68
0.27
0.00
0.27
30
1.44
4.38
255.13
6803.03
1.84
24.74
0.27
0.00
0.27
31
1.49
4.11
238.70
7041.73
1.89
24.79
0.27
1.21
1.48

STROUD ENGINEERING, P.A.
107 Commerce Street, Suite B
GREENVILLE, NC 27858
[phone]
C-0647
JOB PM1127-018 Carteret General Hospital Q
SHEET NO. -5, OF Ca
CALCULATED BY DATE
CHECKED BY DATE
SCALE
32
1.54
3.87
150.76
7192.49
1.93
24.83
0.27
2.13
2.40
33
1.59
3.63
80.71
7273.20
1.95
24.85
0.27
2.63
2.90
34
1.63
3.41
37.42
7310.62
1.96
24.86
0.27
2.86
3.13
35
1.68
3.20
10.89
7321.50
1.96
24.86
0.27
2.92
3.19
36
1.73
3.01
-5.13
7316.37
1.96
24.86
0.27
2.89
3.16
37
1 1.78
2.83
-14.54
7301.83
1.95
24.85 1
0.27
2.80
3.07
38
1.83
2.66
-19.82
7282.01
1.95
24.85
0.27
2.68
2.95
39
1.88
2.50
-22.51
7259.50
1.94
24.84
0 0.27
2.54
2.81
40
1.92
2.34
-23.61
7235.89
1.94
24.84
0.27
2.40
2.67
41
1.97
2.20
-23.73
7212.16
1.93
24.83
0.27
2.25
2.52
42
1 2.02
2.07
-23.27
7188.89
1.93
24.83
0.27
2.11
2.38
43
2.07
1.94
-22.48
7166.41
1.92
24.82
0.27
1.97
2.24
44
2.12
1.83
-21.50
7144.92
1.92
24.82
0.27
1.84
2.11
45
2.16
1.72
-20.43
7124.48
1.91
24.81
0.27
1.72
1.99
46
2.21
1.61
-19.34
7105.14
1.91
24.81
0.27
1.60
1.87
47
2.26
1.51
-18.26
7086.87
1.91
24.81
0.27
1.49
1.75
48
2.31
1.42
-17.21
7069.66
1.90
24.80
0.27
1.38
1.65
49
2.36
1.34
1 -16.20
7053.46
1.90
24.80
0.27
1.28
1.55
50
2.40
1.25
-15.24
7038.23
1.89
24.79
0.27
1.19
1.46
51
2.45
1.18
-14.32
7023.91
1.89
24.79
0.27
1.10
1.37
52
2.50
i.11
-13.46
7010.45
1.89
24.79
0.27
1.02
1.28
53
2.55
1.04
-12.64
6997.80
1.88
24.78
0.27
0.94
1.21
54
2.60
0.98
-11.88
6985.93
1.88
24.78
0.27
0.86
1.13
55
2.64
1 0.92
1 -11.16
6974.77
1.88
24.78
0.27
0.80
1.06
56
2.69
1 0.86
1 -10.48
6964.29
1.88
24.78
0.27
0.73
1.00

0
o
4--
0
0
LO
0 C*4 Ce) 0
Gm N H
C) CY) 00 1*.— CO LO qqf M CN 0
(S-AO)o
r.

STROUD ENGINEERING, P.A. JOB PM1127--018 Carteret General Hospital
107 Commerce Street, Suite B SHEET NO. OF
GREENVILLE, NC 27858 CALCULATED BY DATE
[phone] CHECKED BY DATE
C-0647 SCALE
INFILTRATON BASIN
Stage - Storage 10 Yr Storm b= 1.181152456
Ks= 3310.147298
Contour
Contour
Area (sf)
Incr.
Vol (cf)
(S)
Accum.
Vol (cf)
(Z)
Stage (ft)
LN S
W Z
Z est.
22.9
2,902.501
0
0
0.0
0
0
0
23.00
2,984.00
294.325
294.325
0.10
1 5.68
2.30
0.1
23.5
3,406.00
1597.5
1891.825
0.6
7.55
-0.51
0.6
24.0
3,845.00
1812.75
3704.575
1.1
1 8.22
0.10
1.1
24.5
4,301.00
2036.5
1 5741.075
1.6
1 8.66
0.47
1.6
24.8
4,536.00
1104.625
1 6845.7
1.9
1 8.83
0.62
1.9
Tp= 32 Area Bottom of Basin = 2,902.50 sf Weir Length = 9
Qp= 10.04 Infiltration Rate = 9.25925E-05 ft/sec Elevation = 24.75
Outflow= 0.268749731 cis Cw= 3
Time
Cumulative
Outflow#1
Outflow#2
Total
(mins)
T/Tp
Inflow
Storage
Storage (cf)
Stage (ft)
Elevation
Infiltrated (cfs)
Weir (cfs)
(cfs)
0
1
0.03
0
0
0
0
22.9
0
0.00
0.00
2
0.06
0.10
2.89
2.89
0.00
22.90
0.10
0.00
0.10
3
0.09
0.22
3.59
6.48
0.01
22.91
0.22
0.00
0.22
4 1
0.13
0.38
4.98
1 11L46
0.01
22.91
0.27
0.00
0.27
5
0.16
0.59
13.12
1 24,59
0.02
22.92
0.27
0.00
0.27
6
0.19
0.85
27.04
1 51.62
0.03
22.93
0.27
0.00
0.27
7
0.22
1.14
43.44
95.06
0.05
22.95
0.27
0.00
0.27
8
0.25
1.47
G2.17
157.23
0.08
22.98
0.27
0.00
0.27
9
0.28
1.84
83.05
240.28
0.11
23.01
0.27
0.00
0.27
10
0.31
2.23
105.87
346.15
1 0.15
23.05
0.27
0.00
0.27
11
0.34
2.65
130.41
476.56
0.19
23.09
0.27
0.00
0.27
12
0.38
3.10
156.45
633.01
0.25
23.15
0.27
0.00
0.27
13
0.41
3.56
183.73
816.74
0.31
23.21
0.27
0.00
0.27
14
0.44
4.04
211.98
1028.72
0.37
23.27
0.27
0.00
0.27
15
0.47
4.53
240.93
1269.65
0.44
23.34
0.27
0.00
0.27
16
0.50
5.02
270.31
1539.97
0.52
23.42
0.27
0.00
0.27
17
0.53
5.51
299.84
1839.80
0.61
23.51
0.27
0.00
0.27
18
0.56
6.00
329.22
2169.02
0.70
23.60
0.27
0.00
0.27
19
0.59
6.48
358.17
2527.20
0.80
23.70
0.27
0.00
0.27
20
0.63
6.94
386.43
2913.62
0.90
23.80
0.27
0.00
0.27
21
0.66
7.39
413.70
3327.37
I.=
23.90
0.27
0.00
0.27
22
0.69
7.81
439.74
3767.06
1.12
24.02
0.27
0.00
0.27
23
0.72
8.20
464.28
4231.34
1.23
24.13
0.27
0.00
0.27
24
0.75
8.57
487.11
4718.45
1.35
24.25
0.27
0.00
0.27
25
0.78
8.90
507.98
5226.43
1.47
24.37
0.27
0.00
0.27
26
0.81
9.19
526.71
5753.14
1.60
24.50
0.27
0.00
0.27
27
0.84
9.45
543.11
6296.26
1.72
24.62
0.27
0.00
0.27
28
0.88
9.66
557.03
6853.28
1.85
24.75
0.27
0.05
0.32
29
0.91
9.82
565.52
7418.80
1 1.98
24.88
0.27
3.52
3.79
30
0.94
9.94
365.80
7784.60
2.06
24.96
0.27
5.74
6.01
31
0.97
10.02
238.13
8022.73
2.12
25.02
0.27
7.18
7.45
32
1.00
10.04
154.69
8177.42
2.15
25.05
0.27
8.11
8.38
33
1.03
10.02
98.81
8276.23
2.17
25.07
0.27
8.71
8.97
34
1.06
9.94
60.31
8336.55
2.19
25.09
0.27
9.07
9.34
35
1.09
9.82
32.85
8369.40
2.19
25.09
0.27
9.26
9.53
36
1.13
9.66
12.47
8381.87
2.20
25.10
0.27
9.34
9.61
37
1.16
9.45
-3.31
8378.56
2.20
25.10
0.27
9.32
9.59
38
1.19
9.19
-16.04
8362.52
2.19
25.09
0.27
9.22
9.49
39
1.22
8.90
-26.68
8335.84
2.19
25.09
0.27
9.06
9.33
40
1.25
8.57
-35.81
8300.03
2.18
25.08
0.27
8.85
9.12
i 41
1.28
8.24
-42.77
8257.26
2.17
25.07
0.27
8.59
8.86
42
1.31
7.91
-47.13
8210.13
2.16
25.06
0.27
8.31
8.58
43
1.34
7.60
-49.44
8160.59
2.15
25.05
0.27
8.01
8.28

NOAA Atlas 14, Volume 2, Version 3
Location name: Morehead City, North Carolina, -^w•
USA*
i".,' -, Latitude: 34.72E°, Longitude:-76.75550 i
Elevation: 27.25 ft *
*source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. iartybok, ivi.Yekta, and D. Riiey
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical i Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence
interval (years)
Duration
7
�������
2
5
10
25
50
100
200
500
1000
OA79
0.565
0.659
0.736 I
0.8 32
0.90E
0.980
1.05
1.15
1.23
5�irtin
o
( .443-0.518)
(0.520-0.610)
(0.606-0.711)
(0.677-0.795)
(0.760-0.895)
i
(0.826-0.977)
(0.889-1.06)
(0.949-1.14)
(1.03-1.24)I(1.09-1.33)
0.765
0.903
1.0E
1.18
1.33
7.44
7.5E IF
1.67
1.82
1.93
10-min
(0.707-0.827)
(0.832-0.975)
(0.970-1.14)
1 (1.08-1.27) 11
(1.21-1.43)
1 (1.32-1.56)
(1.41-1.68)
(1.50-1.80)
(1.63-1.97)
(1.72-2.10)
0.956
1.14
1.34
1.49
1.68
1.83
1.97
2.11
2.29
2A3
15-min
(0.884-1.03)
(1.05-1.23) 11
(1.23-1.44) 11
(1.37-1.61) 11
(1.54-1.81)
1 (1.67-1.97)
(1.79-2.12)
(1.90-2.27)
(2.05-2.47)
(2.15-2.63)
1.31
1.57
1.90
2.1E
2A9
2.75
3.01
3.28
3.64
3.93 .
30-min
(1.21-1.42)
(1.45-1.69)
(1.74-2.05)
(1.99-2.33)
(2.28-2.68)
(2.51-2.97)
(2.74-3.25)
(2.96-3.54)
( 3.25-3.94)
( 3.49-4.26)
1.64
1.97
2A3
2.81
3.31
3.73
4.15
4.60
5.22
5.74
60-min
(1.51-1.77)
1 (1.81-2.13) 11
(2.24-2.62)
1 (2.58-3.03)
(3.03-3.57)
(3.40-4.02)
(3.77-4.48)
(4.14-4.96)
(4.67-5.65)
(5.09-6.22)
2-hr
2.04
(1.87-2.21)
2A8
(2.28-2.71)
3.15
(2.8L'3.42)
3.71
(3.40-4.02)
4A9
(4.09-4.85)
5.14
(4.66-5.57)
5.84
(5.2B-6.32)
6.59
(5.91 7.14)
7.66
(6.78-8.31)
8.54
( 7.51-9.30)
2 221
2.68
3A2
4.0E
4.97
5.76
6.62
7.55
8.91
10.1
3-hr
(2.02-2.42)
(2.45-2.95)
(3.11-3.75)
(3.68-4.45)
(4.49-5.43)
(5.17-6.30)
(5.90-7.22)
(6.68-8.24)
( 7.79-9.77)
(8.73-11.1)
2.67
3.24
4.13
4.92
6.04
7.03
8.10
9.27
11.0
12.5
6-hr
(2.40-3.00)
1 (2.92-3.63)
1 (3.I1-4.64)
1 (4.41-5.52)
1 (5.38-6.76)
(6.21-7.85)
(/.10-9.04)
(8.07-10.3)
(9.42-12.3)
(10.6-14.0)
3.17-IF
3.8E
4.947F5.92
7.32
8.56
9.92
11A
73.7
75.7
12-hr
(2.84-3.61)
(3.46-4.39)
(4.41-5.62)
(5.25-6.73)
( 6.44-8.30)
(7.48-9.6
( 8.57-11.2)
(9.80-12.9)
(11.5-15.4)
(13.0-17.7)
24hr
3.5E
(3.40-4.00)
4A6
(4.14-4.87)
5 77
(5.3a-6.29)
6.87
(6.33-7.48)
8.50
(7.77-9.24)
9.90
(8.97-10.8)
11.4
(10.3-12.4)
13.1
(11.6-14.3)
75.7
(13.6-17.1)
17.9
(15.3-19.6)
4.22
5.71
6.57
7.82
9.70
11.3
13.2 7F
15.2
78.3
20.9
2-day
(3.89-4.62)
(4.70-5.60)
(6.03-7.20)
(7.16-8.56)
(8.81-10.6)
(10.2-12.4)
(11.7-14.4)
(13.3-16.7)
(15.7-20.2)(
17.6-23.3)
4.51
5.4E
6.98
8 26
10.1
11.8
13.5
15.5
18.5
21.1
3-day
(4.16-4.90)
(5.04-5.95)
(6.43-7.61)
1 (7.59-9.00) 11
(9.25-11.0)
1 (10.6-12.8)
(12.1-14.8)
(13.7-17.0)
(16.0-20.3)
( 17.9-23.4)
4�I
(4.44-5.18) I
5.81
(5.38-E.29)
7.39
(6.83-8,01)
8.69
(8.02-9.44) 11
10E
(9,E9-11.5)
1 (11.1-13.3)
(12.5-15.2)
15.8
(14.,-17.3)
78.E4.79
(16.3-20.4)(18.3-23
21
.4)
5.53
6.6E
8.3E
9.77
11.8
13.5
15.3
17.3
20.1
22A
7-da
(5.12-5.98)
(6.17-7.22)
(7.73-9.07)
(9.00-10.6) 11
(10.8-12.8)
1 (12.2-14.7)
(13.8-16.7)
(15.4-18.8)
(17.6-22.0)
(19.4-24.7)
10-day
6.30
(5.85-6.79)
7 54
(7.01-8.13)
9.34
(8.68-10.1)
10.8
(10.0-11.7)
13.0
(12.0-14.0)
14.7
(13.5-15.9)
16.E
(15.1-18.0)
18.5
(16.8-2o.2)
2
(19.1-23.5)
23.9
(20.9-26.3)
8.47
10.1
12.3
74.1
76.E
78.7
20.8
23.2
26A
29.0
20-day
(7.96-9.08)
(9.49-10.8)
(11.5-13.2)
(13.2-15.1)
(15.4-17.8)
(17.3-20.1)
(19.1-22.5)
(21.0-25.0)
(23.6-28.7)
(25.6-31.8)
I 30-day
10.4
(9.82-11.1)
12.4
(11.7-13.3)
14.9
(14.0-16.0)
17.0
(15.9-18.1)
19.7
(18.4-21.1)
22.0
(20.3-23.5)
24.2
(22.3-26.0)
26.E
(24.3-28.6)
29.8
(26.9-32.2)
32.3
( 28.9.35.1)
73.0
15.4
18.4
20.8
24.3
27.2
30.7
33.2
37.5
40.9
45-day
(122-13.9)
(14.4-16.4)
(17.2-19.6)
(19.5-22.3)
(22.6-26.1)
(25.1-29.1)
(27.6-32.3)
(30.2-35.8)
( 33.6-40.7)
( 36.3-44.7)
15.7
18.E
22.0
24.7
28.4
31.3
34.3
37.3
41.3
44.5
60�1ay
( 14.8-16.7)
(17.5-19.7)
(20.6-23.3)
(23.1-26.2)
(2E.5-30.2)
(29.1-33.3 )
( 31.E-36.8)
(34.2-40.0)
(37.6-44.6)
(40.1-48.3)
Ilt Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
11estimates
Please refer to NOAA Atlas 14 document for more information..
Back to Top

LNG
LAND MANAGEMENT GROUP sac:.
Environmental Consultants
DATE: August 25, 2017
ACEIVE
U8 10 9017
SUBJECT: Land and soils evaluation of the Carteret General Hospital Tract NE corner portion to determine site
characteristics for usability with a stormwater infiltration treatment system. Tract located at the SW
intersection of Bridges Street & 35th Street, Morehead City, Carteret County, North Carolina.
PIN#'s 637614423756000
TO: Carteret General Hospital (owner), Mr. Kyle Marek (agent)
c/o Mr. Ron Cullipher, PE and Ms. Ginger Turner, PE gturnerestroudengineer.com
Stroud Engineering, PA
151-A NC Hwy 24 W, Hestron Plaza II -A
Morehead City, NC 28557
[phone] [o] Original Purchase Order # 98977
The land and soils within the General Hospital NE corner tract portion was evaluated on a qualitative and quantitative
basis to determine potential for on -site stormwater infiltration treatment usage. The proposed engineered project is
k Q� �a minor expansion to an existing stormwater infiltration basin. NCDEQ "Stormwater Management' regulations (NCAC
15-21-1-1000) and referenced Best Management Guidelines (BMP) were used as guidelines in making this evaluation.
New and revised NCDENR-DWQ coastal stormwater rules became effective October 1, 2008 and are more rigorous
a than previous rules. This evaluation consists of transects across the tract, free -style soils mapping, soil boring
descriptions, qualitative soil evaluation, quantitative infiltration testing, groundwater mounding analysis, and review
P, e of existing maps or information of this area.
` C�
According to NCDEQ rules, coastal stormwater may be treated by infiltrative devices, detention treatment basins, or
an equivalent alternative method when the proposed project is greater than 1 acre in size, has >12% residential
impervious surfaces, >10,000 sqft non-residential impervious surfaces, and are within % mile of Class S.A. Waters
or their unclassified tributaries. Coastal lands that are >% mile from Class S.A. Waters or their unclassified tributaries
allow up to 24% residential impervious surface for low -density development, or 10,000 sqft non-residential impervious
surfaces, before requiring engineered stormwater treatment systems. These tracts appear to be located on a
hydrologic watershed divide which generally aligns with Bridgers Street. Land south of Bridgers Street appears to
drain in a southerly direction towards Bogue Sound, which is <1600 ft (~0.30 mile) to the south and classified as S.A.-
H.Q.W. Waters (see aerial & USGS maps). Land north of Bridgers Street appears to drain in a northerly direction to
an unnamed tributary of Calico Creek, which is -2000 ft (<0.40 mile) to the north and classified as S.C.---H.Q.W.
Waters (see aerial & USGS maps). It appears a high density project within these tracts would require prescriptive
engineered stormwater treatment methods and design if the lands north of Bridgers Street exceed 24% impervious
surface, or exceed 12% south of Bridgers Street. Infiltration methods or infiltrative "best management practices"
(BMP) are utilized for stormwater treatment can coastal high density projects to preserve space or due to inadequate
,)��,* drainage outlets. Detention stormwater treatment ponds may also be used if they do not directly discharge to S.A.
waters through "effective infiltration" methods. Low density projects (<12% to <24% residential impervious surface
r <10,000 sqft non-residential impervious surface) should not require engineered stormwater treatment systems.
This project proposes a minor increase to the size of an existing stormwater infiltration basin to accommodate
additional emergency room parking for the Carteret County Hospital. The exis ing in rltration basin comes under older
NCDEQ standards, but any new additions must comply with the current coastal stormwater regulations, which
necessitates this land & soils evaluation.
Principle soil and site standards for high density development with an engineered infiltration system are: ---the
infiltration system's bottom must be >_2 ft from the seasonal high water table, or z1 ft separation with a professional
A011- site specific soils evaluation; ---must be capable of complete draw -down within a >3 to <5 days; ---the soil's hydraulic
conductivity must be >0.52 in/hr; ---must have >12 inches natural soil without a seasonal water table before fill

material is utilized; ---historic fill materials (<1977) can be used as natural soils if it meets the minimum site criteria
Zstated above; ---stormwater runoff must be controlled and treated on -site for a 1.5 inch rainfall, or the difference in
run-off from pre / post development conditions for the 1 year 24 hr annual storm event (-3.8 inches _xh:Ichever is
greater. Detention stormwater ponds are to be designed to hold the calculated run-off volume for &>3 tg<_5-slay time
period, and maintain the permanent pool elevation +/- 6 inches of the seasonal high water table. a -6 cry
This tract is located on a typical lower coastal plain geomorphic setting. This property consists of gentle ridgetop
topography that has been historically developed (<1960's). Natural topographic slope ranges between 0 - 5%.
General surface elevations are -25 - <30 ft (amsl, see USGS topo map). The Stroud Eng topo survey shows
elevations of -26 ft surface elevations, with existing bottom infiltration basin of -24 ft elevation (amsl; see land & soils
map). The tract consists of deep fine to medium sandy sediments, but has been historically land planed or disturbed
to 1 - 3 ft. General subsurface drainage within this immediate area is expected to be in a southern direction from
Bridgers Street towards Bogue Sound (S.A.-H.Q.W. Waters).
Soil borings within the proposed area for stormwater infiltration usage show the site to consists of deep (+5 - 7 ft),
fine to medium sand materials (see soil boring descriptions & map). These soil types appear similar to the "Wando"
soil series. Estimated seasonal high water table depths from a -24 ft surface elevation level are 3.1 ft - 3.3 ft below
this elevation, or at a 20.7 - 20.9 ft elevation (amsl), based upon soil wetness / redoximorphic indicators. Estimated
permeability is +20 - 60 in/hr, based upon soil texture and structure indicators.
Representative infiltration testing was conducted within the subsoils at <24 ft elevations (see infiltration test data &
map), utilizing a Turf-Tec infilrometer falling head device. This testing shows the infiltration rate to range between
-21 - 87 in/hr, with a site Qeomean infiltration rate of 50.1 in/hr.
Potential groundwater mounding analysis was also performed using "Artificial Groundwater Recharge Using Glover's
Solution" by Molden, Sunada, & Warmer 1984 (see model & data). The model was run based upon the site data
collected and engineered design inputs of:
--Infiltration rate 50.1 in/hr = 100.2 ft/day
--Transmissivity 2004 sqft (assuming >_20 ft depth to aquitard)
--Seasonal high water table depth at 21 ft elevation
--Recharge area 2902 sqft or 30 ft x 96.74 ft
--Recharge rate 2.36 ft/day (6846 cu/ft loading / 2902 sqft basin) for a 1 yr, 24 hr rainfall event @ 3.66 in/day
--Specific yield 0.15 (representative of fine / medium sand materials)
--Line sink or drainage 1600 ft to the south or Bogue Sound
--Mounding potential and dissipation analyzed for a 5 day thru 60 day time period
The principal objective of the mounding analysis is to determine if the site is capable of accepting and dissipating the
maximum 1 day engineered hydraulic loading value over a 5 day time period, prior to another hydraulic loading event.
The mounding analysis shows no to negligible mounding potential of 0.06 ft within the center (0 ft) portion of infiltration
basin after a 5 day time period (see mounding analysis). Thus the site should be capable of accepting and dissipating
the engineered hydraulic loadings without any significant groundwater mounding potential. The seasonal high water
table elevation ranges between -20.7 - 20.9 ft. With the negligible mounding of 0.06 ft the mounded saturation
elevation would be 20.76 - 20.96 ft. Thus, the bottom of the infiltration basin with a 1 ft buffer should be >21.76 -
21.96 ft elevation. The proposed engineered infiltration bottom is 22.90 ft elevation and exceeds this requirement.
e recommend removal of the existing surface vegetative materials and accumulated sediments to a >0.5 ft depth
from the proposed stormwater infiltration bottom area. The site infiltration rate is 50.1 in/hr. We also recommend
using <_% of the measured infiltration rate for long-term infiltration stormwater design rate purposes.
SOILS
al
vF� law �.
eom+�
Larry F. Baldwin, CPSS/SC ARCPACS #2183; NCLSS #1040

SOIL BORING DESCRIPTIONS CARTERET COUNTY HOSPITAL NE STORMWAER AREA
Morehead City, Carteret County, NC August 24, 2017
Boring #
Horizon
Depth Onj
Texture
Structure
Color
@w24' Elv
Ap
00-05
S
Granular/Loose
DarkBrown
Wando
C1
05-37
S
Loose
BrownishYellow
SWT 37"
C2
37-39
S
Loose
PaleBrown red mttls.
Elv -20.9'
C3
39-60
S
Loose
PaleGrayBrown - Gray
Today 52"
2
-24' Elv
Ap
00-03
S
Granular/Loose
DarkGrayBrown
Wando
C1
03-28
S
Loose
YellowBrown
SWT 38"
C2
28-38
S
Loose
PaleYellowBrown
Elv -20.8'
C3
38-52
S
Loose
VeryPaleGrayBrown
Gray / Brown mttls.
Today 54"
C4
52-60
S
Loose
PaleGray Brown mttis.
3
@-24' Elv
Ap
00-03
S
Granular/Loose
DarkGrayBrown
Wando
ACp
03-09
S
Loose
GrayBrown
SWT 40"
C1 p mix
09-20
S
Loose
PaleBrown /
PaleGrayBrown
Elv -20.7'
Up mix
20-32
S
Loose
PaleBrown /
YellowBrown / Brown
Today 55"
C3p mix
3240
S
Loose
VeryPaleBrown
C4p mix
40-60
S
Loose
Gray / Brown /
GrayBrown
Larry F. Baldwin, CPSS #2183 / NCLSS #1040

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Artificial Groundwater Recharge Using Glover's Solution
Paper. "Microcomputer Model of Artificial Recharge Using Glover's Solution
by: D. Molden, D.K Sunda, and J.W. Warner
GROUNDWATER. Volume 22, No. 1, Jan -Feb 1984
Push to
Minimum Maximum
Calculate
Coordinate Coordinate
Basin Dimensions centered on ort In :
as et
Width of Basin = 96.74 feet
�_»
X-Dimension graph:
300 300
.
Len of Basin L = 3o feet
=_»
Y-Dimension re
300 300
Reeh turns ON at Time = 0:
Reeh Rate
Time to ca cu ate so:
Recharge turns OFF at: 1 - days 1
Time #1 S days
Time 92 10 days
Groundwater Properties:
Time 93 20 days
Transmiaeivky (T) = 2004 /day
Time #4 30 days
Speclfle Yisld ($y) 0.15 unitless
Time 95 60 days
Depth to GW Table = 21 at
Stream Orientation as F -Stream parallel to X-axis
r-,Stream parallel to Y-axis
Distance to Stream from Basin Center- 4600
feet
Basal
4021
4M a latt
m0i Aaa
X-oimenslon-Along Width (treat)
Basin
a
300 300
400 0 100
200 300
Y-DImenaion -Along Length (Feet)
OW Rise at Origin Point (0, 0)
15'L-_....-.-.--_--___--_.-..__--.._-_-_-..�.---.-_--.--..___-_......--_
a
A
g
0 '^
'"
50 60
Time (days)
Push to scale
Graphs
Automatic ally
CALCULATIONS 00 NOT MODIFY BELOW THIS LINE.
Time #1
Time
Time #S
Time W
Time #5
X-Y Graph for Basin Rectangle:
5
10
20
30
60
X-Dimension Basin
(days)da
a
(days)(days)(days)X
Y
Multiplier
X
Y
43.37
21.21
1
-48.37
A'
Calculated
alculate
48.37
21.21
1
-4B.37
15
48.37
20.79
1
48.37
15
Mound
Mound
Calculated
Mound
Calculated
Mound
Calculated
Mound
%
Dimension
Height
Height
Haight
Height
Height
-Dimension Basin
X
Y
-15
21.21
15
21.21
-15
20.79
15
20.79
0.975-47.16075 14.625
0.975
47.16075
14.625
0.975
47.16075
-14.626
0.975
-47.16076
-14.625
0.95
-45.9515
-14.25
0.96
45.9515
14.25
0.95
45.9515
14.25
0.96
45.9515
-14.25
0.95
45.9515
-14.25
0.925 44.74225 13.875 I
0.925 44.74225 13.875
0.925 44.74225-13.876
0.9
43.533
13.5
0.9
43.533
13.5
0.9
43.633
-13.5
0.9
-43.533
-13.5
0.575
-42.32375
-13.125
O.B75
-42.32375
13.125
Land Management Group, Inc.

23 -168
0.053614
0.0271
0.0135663
0.0090383
24 -162
0.0540674
0.0272
0.013592
0.0090497
25 -166
0.0545081
0.0273
0.0136169
0.0090606
26 .150
0.0549357
0.0274
0.0136409
0.0090712
27 -144
0.0553498
0.0275
0.013664
0.0090813
28 .138
0.05575
0.0276
0.0136862
0.0090911
29 -132
0.066136
0.0276
0.0137075
0.0091004
30 -126
0.0565075
0.0277
0.0137278
0.0091094
31 -120
0.0568641
0.0278
0.0137473
0.0091179
-114
0.0572054
0.0279
0.0137668
0.009128
33 -108
0.0575312
0.028
0.0137834
0.0091337
34 102
0.0578112
0.09
0.0138001
0.009141
35 -96
0.058135
0.0281
0.0138158
0.0091479
36 -90
0.0584125
0.0282
0.0138306
0.0091544
37 -84
0.0586733
0.0282
0.0138446
0.0091605
38 -78
0.0589172
0.0283
0.0138574
0.0091661
39 -72
0.059144
0.0283
0.0138693
0.0091713
40 -66
O.D593535
0.0284
0.0138803
0.0091762
41 -60
0.0595454
0.0284
0.0138904
0.0091806
42 -54
0.0597196
0.0284
0.0138995
O.OD91845
43 -48
0.0598759
0.0285
0.0139077
0.DD91881
44 -42
0.0600141
0.0285
0.0139149
0.OD91912
45 -36
0.0601342
0.0285
0.0139211
0.OD9194
46 -30
0.060236
0.0286
0.0139264
0.DD91963
47 -24
0.0a03196
0.0286
0.0139307
0.0091982
48 -18
0.D603845
0.0286
0.0139341
0.0091996
49 -12
0.0604309
0.0286
0.0139365
0.0092007
60 -6
0.05D4588
0.0286
0.013938
0.0082013
51 0
0.0604681
0.0286
0.0139384
0.0092015
62 6
0.0604588
0.0286
0.013938
0.0092013
53 12
0.D8D4309
0.0286
0.0139385
0.0092007
54 18
0.0603845
0.0286
0.0139341
0.0091996
55 24
0.0503196
0.0286
0.0139307
0.0091982
56 30
0.080236
0.0286
0.0139264
0.0091983
57 36
0.0601342
0.0205
0.0139211
0.009194
58 42
0.0500141
0.0286
0.0139149
0.0091912
59 48
0.0598759
0.0285
0.0139077
0.0091881
60 54
0.0597198
0.0284
0.0138095
0.0091845
61 60
0.0595454
0.0284
0.0138904
0.0091806
62 66
0.0593536
0.0284
0.0138803
0.0091762
63 72
0.0591"
0.0283
0.0138693
0.0091713
64 78
0.0589172
0.0283
0.0138574
0.0091681
65 84
0.0586733
0.0282
0.0138445
0.0091605
6E 90
0.0584125
0.0282
0.0138306
0.00915"
67 96
0.058135
0.0281
0.0138158
0.0091479
58 102
0.0575412
0.028
0.0138001
0.009141
69 108
0.0575312
0.028
0.0137834
0.0091337
70 .4.
O.D572054
0.0279
0.0137658
0.009126
71 120
0.0568641
0.0278
0.0137473
0.0091179
72 126
0.0565075
0.0277
0.013727E
0.0091094
73 132
0.056136
0.0276
0.0137075
0.0091004
74 138
0.05575
0.0276
0.0136862
0.0090911
75 144
O.D553498
0.0275
0.013664
0.0090813
76 150
0.0549357
0.0274
0.0136409
0.0090712
77 156
0.0545081
0.0273
0.0136169
0.0090606
78 162
0.0540674
0.0272
0.013592
0.0090497
79 168
0.053614
0.0271
0.0135663
0.0090383
80 174
0.0631483
0.027
0.0135396
0.0090266
81 180
0.0526708
0.0288
0.0135121
0.0090144
82 186
0.0521814
0.0267
0.0134836
0.0090019
83 192
0.0516812
0.0256
0.0134543
0.008989
84 198
0.0611702
0.0285
0.0134242
0.0089756
85 204
0.0505491
0.0254
0.0133932
0.0089619
88 210
0.0501181
0.0262
0.0133613
0.0089478
87 216
0.0495777
0.0261
0.0133286
0.0089333
88 222
0.0490285
0.02E
0.0132951
0.0089185
89 228
0.0484707
0.0258
0.0132607
0.0089032
90 234
0.0479049
0.0267
0.0132266
0.0088876
91 240
0.0473318
0.025E
0.0131895
0.0088716
92 246
0.0467511
0.0254
0.0131527
0.0088552
93 252
0.0461839
0.0263
0.0131151
0.0088384
94 258
0.0455705
0.0251
0.0130757
D.0088213
95 264
0.0449713
0.025
0.0130375
0.0088038
96 270
0.0443668
0.0248
0.0129975
0.0087850
97 276
0.0437574
0.0246
0.0129587
O.00B7877
98 282
0.0431436
0.0245
0.0120152
0.0087491
99 288
0.0425258
0.0243I
0.0128729
0.0087302
100 294
0.0419045
D.0242
0.0128299
0.0087109
0.00432361
0.00431994
0.00431627
0.00431251
0.0043086E
0.00430471
Time #1 Time Time #3 Time #4 Time #5
5 10 20 30 60
(dal-) (days) (days) (days) da
Calculated
Mound
alculats
Mound
Calculated
Mound
Calculated
Mound
Calculated
Mound
Y
Dimension
Height
Height
Height
Height
Height
Point #
feat
feet
et
at
eS
1 -300
0.0414842
0.024
0.0127811
0.0086595
0.00411783
2 -294
0.0421075
0.0241
0.012826
0.0088802
0.00412635
3 -288
0.0427273
0.0243
0.0128883
0.0087006
0.00413474
4 -282
0.0433431
0.0245
0.0129107
0.0087204
0.00414301
5 -276
0.0439546
0.0246
0.0129524
0.00874
0.00415115
6 -270
0.0445614
0.0248
0.0129933
0.0087591
0.00415916
7 -264
0.0451629
0.0249
0.0130335
0.0067779
0.00416705
8 -258
0.0457588
0.0251
0.0130729
0.0087963
0.0041748
9 -252
0.0463486
0.0252
0.0131114
0.0088143
0.00418243
10 -246
0.D469319
0.0254
0.0131492
0.008832
0.00418994
11 -240
0.0475082
0.0255
0.0131862
0.0088492
0.00419731
12 -234
0.0480772
0.0257
0.0132224
0.00888E
0.00420466
13 -228
0.0486383
0.0258
0.0132577
0.0088825
0.00421168
14 -
0.0491912
0.02E
0.0132922
0.0088985
0.00421867
15 -216
0.0497353
0.0267
0.0133269
0.0089142
0.00422654
0.876 42.32375 13.125
0.875 42.32376-13.125
0.875-42.32376-13.125
0.85-41.1145 -12.75
0.88-41.1145 12.75
0.85 41.1145 12.75
0.86 41.1145 -12.75
0.85-41.1145 -12.75
0.826-39.90525-12.375
0.825-39.90526 12.375
0,825 39.90525 12.375
0.825 39.90525 -12.375
0.825-39.90525-12.375
0.8 38.896 -12
0.8 38.696 12
0.8 38.598 12
0.8 38.698 -12
0.8-38.698 -12
0.775-37.48875-11.625
0.775-37.48678 11.625
0.775 37.48675 11.625
0.775 37.48875-11.625
0.775-37.48875-11.625
0.75-36.2775 -1125
0.75-36.2775 11.25
0.75 38.2775 11.25
0.75 38.2776 -11.25
0.75-36.2775 -1125
0.725-35.06825-10.875
0.725-35.06825 10.875
0.725 35.08826 10.875
0,725 35.06826-10.875
0.725-35.06825-10.875
0.7-33.859 -10.5
0.7 33.859 10.5
0.7 33.859 10.5
0.7 33.859 -10.5
0.7 33.859 -10.5
0.675-32.64975-10.125
0.675 32.64975 10.125
0.675 32.64975 10.125
0.675 32.64975-10.125
0.675 32.64975-10.125
0.65 31.4405 -9.75
0.65 31.4405 9.75
0.85 31.4406 9.76
0.65 31.4406 -9.75
0.65 31.4405 -9.75
0.625 30.23125 -9.375
0.625 30.23125 9.375
0.625 30.23125 9.375
0.625 30.23126 -9.375
0.625 3023125 -9.375
0.6-29.022 -9
0.6-29.022 9
0.6 29.022 9
0.6 29.022 -9
0.6-29.022 -9
0.575-27.81275 -8.626
0.575-27.81275 8.625
0.575 27.81275 8.625
0.575 27.81275 -8.625
0.575-27.81275 -8.625
0.55-26.6035 -8.25
0.55-26.6035 825
0.55 28.6035 825
0.55 28.6036 -8.25
0.55-26.6035 -8.25
0.525-25.39425 -7.875
0.528-25.39425 7.875
0.525 25.39425 7.875
0.525 25.39425 -7.875
0.525-25.39425 -7.875
0.5-24.185 -7.5
0.5-24.186 7.5
0.5 24.185 7.5
0.5 24.185 -7.5
0.6-24.185 -7.5
D.475-22.97575 -7.125
0.475-22.97576 7.125
0.475 22.97575 7.125
0.475 22.97575 -7.125
0.475-22.97575 -7.125
0.45-21.7665 -6.75
0.45-21.7665 6.75
0.45 21.7665 6.75
0.45 21.7665 -6.75
0.45-21.7665 -6.75
0.425-20.65725 -6.375
0.426-20.55726 6.375
0.425 20.55725 6.375
0.426 20.55725 -6.375
0.425-20.55725 -8.375
0.4-19.348 -6
0.4-19.348 6
0.4 19.348 6
0.4 19.348 -6
0.4-19.348 -8
0.375-18.13876 -5.625
0.375-18.13875 5.626
0.375 18.13876 5.625
0.375 18.13875 5.625
0.375-18.13875 5.625
0.35-113.9295 5.25
0.35-16.9295 5.25
0.35 16.9296 5.25
Land Management Group, Inc.

-210
-204
-198
-192
-186
-180
-174
-168
-162
-158
-150
44
-138
-132
-126
-120
-114
-108
-102
-96
-90
-84
-78
-72
-fib
-60
-54
-48
-42
-36
-30
-24
-18
-12
-6
0
6
12
18
24
30
38
42
48
54
60
66
72
78
84
90
96
102
108
114
120
126
132
138
144
150
156
162
168
174
180
186
192
198
204
210
216
222
228
234
240
246
252
258
264
270
276
282
288
294
300
0.00427001
O.D277 0.0137267 0.01111
0.0278 0.0137463 D.0091092
0.0279 0.0137649 0.0091179
0.028 0.0137825 0.0091261
0.028 0.0137993 0.0091339
0.0281 0.0138151 0.0091413
0.00434011
0.0091811
0.0091851
0.0092011 0.00438516
.00920161 0.00438741
0.0284 0.0138997 0.0091873 0.00440216
0.0284 0.0138908 0.0091836 0.0044032
0.0284 0.0138006 0.0091794 0.0044041
0.0283 0.0138605 0.0091749 0.00440481
0.0283 0.0138576 0.0091699 0.00440551
0.0282 0.0138447 0.0091645 0.00440801
0.0282 0.0138308 0.0091586 0.00440643
0.0281 0.013816 0.0091524 0.00440671
0.0572623 0.0279 0.013766 0.0091311
0.0569264 0.0278 0.0137475 D.0091232
0.0565755 0.0277 0.013728 0.0091146
0.0562097 0.0276 0.0137076 0.0091061
0.0558295 0.0276 0.0136863 0.0090969
0.0554352 0.0275 0.0136641 O.OD90872
0.0550271 0.0274 0.013641 0.0090774
0.0546066 0.0273 0.013617 0.009067
0.0541708 0.0272 0.0135921 0.0090562
0.0537234 0.0271 0.0135663 0.009045
0.0532637 0.0269 0.0135396 0.0090334
D.052792 0.0268 0.013612 0.0090214
0.0523087 0.0267 0.0134836 0.009009
0.0518142 0.0266 0.0134643 0.0089962
O.13513089 0.0265 0.0134241 0.0138982
D.D507933 0.0264 0.013393 0.0089694
0.0502677 0.0262 0.0133612 0.0089554
0.04973261 0.02611 0.01332841 0.008941
0.04918831 0.0261 0.0132949 0.0089262
D.D4863641 0.02581 0.0132604 0.0039111
Max. # of Days= 60 da
Calculated Mound Height at Origin (0, O) for time,
Calculatetl
Mountl
Time Height
2 1.2
3 1.8
4 2.4
5 3
6 3.6
7 42
0.02511 0.01307621 0.00882971 0.00436891
0.0129561
0.35
16.9295
-5.25
0.35
-16.9295
5.25
0.325
-15.72025
4.875
0.325
-15.72025
4.875
0.325
15.72025
4.875
0.325
15.72025
4.875
0.325
-15.72025
4.875
0.3
-14.511
4.5
0.3
-14.511
4.5
0.3
14.511
4.5
0.3
14.511
-4.5
0.3
;4.511
-4.6
0.275
-13.30175
-4.125
0.275
-13.30176
4.125
0.276
13.30175
4.125
0.275
13.30175
-4.125
0.275
-13.30175
4.125
0.25
-12.0925
-3.75
0.25
-12.0925
3.75
0.25
12.0925
3.75
0.25
12.0925
-3.75
0.25
-12.0925
-3.75
0.225
-10.88325
-3.375
0.225
-10.88325
3.375
0.225
10.88325
3.375
0.225
10.88325
-3.375
0.225
-10.88326
-3.375
0.2
-9.674
-3
0.2
-9.674
3
0.2
9.874
3
0.2
9.674
-3
0.2
-9.674
-3
0.175
-8.48475
-2.625
0.175
-8.46476
2.625
0.175
8.46475
2.626
0.175
8.46475
-2.626
0.175
-8.48475
-2.625
0.16
-7.2655
-2.25
0.15
-7.2656
2.25
0.16
7.2555
2.25
0.15
7.2666
-2.25
0.15
-7.2555
-2.25
0.1
-6.04625
-1.876
0.125
-8.D4625
1.875
0.125
6.04825
1.875
0.125
6.D4825
-1.875
0.125
-6.D4626
-1.875
0.1
-4.837
-1.5
0.1
-4.837
1.6
0.1
4.837
1.5
0.1
4.837
-1.5
0.1
4.837
-1.5
0.075
3.62775
-1.125
0.075
3.62775
1.125
0.075
3.62775
1.125
0.075
3.62775
-1.125
0.075
-3.62775
-1.126
0.05
-2.4185
-0.75
0.05
-2.4185
0.75
0.05
2.4185
0.75
0.05
2.4185
-0.75
0.05
-2.4185
-0.75
0.025
-120925
-0.375
0.025
-120925
0.375
0.025
1.20926
0.375
0.025
1.20925
-0.376
0.025
-120925
-0.375
Land Management Group, Inc.

8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
25
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
50
51
62
53
54
55
56
57
58
59
60
81
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
4.8
5.4
6
6.6
72
7.6
8.4
9
9.6
10.2
10.8
11.4
12
12.6
13.2
13.8
14.4
15
15.8
162
16.8
17A
18
18.6
19.2
19.8
20.4
21
21.6
22.2
22.8
23.4
24
24.6
25.2
25.8
26.4
27
27.6
28.2
28.8
30
30.6
31.2
31.8
32.4
33
33.6
34.2
34.8
35.4
36
36.6
37.2
37.8
38.4
39
39.6
40.2
40.8
41.4
42
42.6
43.2
43.8
44.4
45
45.6
46.2
46.8
47.4
48
48.8
49.2
49.8
50.4
51
51.6
52.2
52.8
53A
54
54.6
652
55.8
56.4
57
67.6
582
58.8
59.4
0.0128811
0.0125247
0.0121872
0.011867e
0.011584
0.0095961
0.007012
0.006901
Land Management Group, Inc.

DOUBLE -RING INFILTRATION TEST
Turf-Tec Infiltrometer (id 2.38" x od 4.25" x depth 2.0" x 3.5" falling head)
TEST LOCATION:
Carteret Hospital NE Tract, Morehead City, Carteret County, NC
DATE:
August 24, 2017
Final test run after+10 min pre -saturation.
TEST SITE # TIME INCH READING
INCH DIF
I IN / MINUTE
1
10.0
0.50
8 -10"
9.0
1.60
1.10
1.10
8.0
2.80
1.20
1.20
(GM Last 2 Readings)
TEST RESULTS:
1.149
inch/minute
68.93
inch/hour
TEST SITE #
TIME
Equivalentl
INCH READING
1031.26
INCH DIF
gal/day/sqft
I IN / MINUTE
2
17.0
0.50
4 - 6"
16.0
1.90
1.40
1.40
15.0
3.40
1.50
1.50
(GM Last 2 Readings)
TEST RESULTS:
1.449
inch/minute
86.95
inch/hour
TEST SITE #
TIME
Equivalent
INCH READING
1300.75
INCH DIF
gal/day/sgft
IN / MINUTE
3
30.0
0.25
8 -10"
28.0
1.00
0.75
0.38
26.0
1.75
0.75
0.38
24.0
2.40
0.65
0.33
22.0
3.10
0.70
0.35
20.0
3.80
0.701
0.35
(GM Last 2 Readings)
TEST RESULTS:
0.350
inch/minute
21.00
inch/hour
Geomean of Tests =
50.1
Equivalent
1 inch/hour
314.16
gal/day/sqft
Land Management Group, Inc.

LM G,
UND MANAGEMENT GROUP wc.
Environmental Consultants
DATE: July 31, 2017
SUBJECT: Land and soils evaluation of the Carteret General Hospital Tract NE corner for expansion of an
existing stormwater infiltration basin area. Area located at the SW corner of Bridges Street and
N.35th Street intersection, Morehead City west area, Morehead Township, Carteret County, N.C.
TO: Carteret General Hospital (owner)
c/o Mr. Ron Cullipher, PE and Ms. Ginger Turner, PE
Stroud Engineering, PA
151-A NC Hwy 24 W, Hestron Plaza II -A
Morehead City, NC 28557
[phone] [o]
The land and soils within the Carteret General Hospital Tract and expansion areas have been previously evaluated
by Land Management Group Inc (LMG) on a qualitative basis to determine their potential for on -site stormwater
treatment usage. NCDEQ Stormwater Management rules and regulations (NCAC 15-2H-.1000) were used as
guidelines in making this evaluation. LMG evaluated this specific area in years 2000 and 2013. Current plans are to
expand the existing NE stormwater infiltration treatment area to accommodate stormwater runoff from a slight
expansion of the parking area within this area. This is a general evaluation that consisted of transects across the
tract, free -style soils mapping and shallow borings within accessible areas, qualitative estimates of the land and soil
properties, and review of existing maps or information on these areas. No quantitative on -site or specific testing was
completed. as part of this evaluation that may be additionally required for NCDEQ stormwater permitting.
This tract is located on a typical coastal plain geomorphic setting, that originally consisted of gentle ridge / slough
topography, but has been historically developed (<1960's), and land -planed to have 0 - 5% slopes. General
elevations are -25 - 26 ft according to Stroud Eng topographic information. General subsurface drainage within this
area is expected to be in a southern direction from Bridgers Street towards Bogue Sound (S.A.-H.Q.W. Waters), and
in a northern direction from Bridgers Street towards an unnamed tributary of Calico Creek (S.C.-H.Q.W. Waters).
The specific area of interest has been previously evaluated by LMG with boring #10 within this area (see attached
land & soils map). This boring shows the soil types to be deep sandy sediments with a seasonal high water table at
60 inches from the surface or at -21 ft amsl (-26 ft surface Stroud topo). It is
�� )
ground elevation amsl justifiable to use
/
a 1 foot separation from the documented seasonal high water table level or at a -22 ft elevation level within this area
WIC
Estimated permeability is 5 -15 min/in (4-12 in/hr), based upon soil texture and structure. The soil type is similar to
the Wando soil series. Below is a general soil description within this site of boring #10:
Horizon Depth Color Texture Consistency
AEp 00-18" Pale gray brown Fine -Medium sand Loose
C1 1843" Pale yellow brown Fine -medium sand Loose
C2 43-60" Yellow brown Fine -medium sand Loose
C3 60-70 Pale yellow f-c red mottles Fine -medium sand Loose
**Seasonal high water table 60 - 65" **Long term water table 65 - 70"
Careful planning and design should be exercised to insure adequate and usable soil areas are reserved in the
conceptual design for any future development in order to allow for on -site stormwater treatment usage. We
recommend using '/2 or less of the average natural permeability rate for the infiltrative stormwater system's design
rate. We recommend NCDWQ and appropriate agencies to review pre -application plans for their general
concurrence as to site locations for final design considerations.
Larry F. Baldwin CPSS #2183 / NCLSS #1040

LAND & SOILS MAP OF THE CARTERET GENERAL HOSPITAL EXPANSION AREA
FOR ON -SITE STORMWATER INFILTRATION USAGE
Morehead City West Area - Carteret County - North Carolina
Q7
fJ 6
06
Existing Parking Area i
ARENDELL STREET U.S. HIGHWAY 70
LAND MANAGEMENT GROUP, INC.
SCALE: 1 Inch = 80 Feet
(soil lines paced & approx,
no borings within
existing paved areas)
OCTOBER - 2000
®Suitable soils for stormwater
infiltration usage. Est
seasonal high static water
table +50-60" (-20-21 ft elv).
Est permeability 5-15 min/in
4-12 in/hr). Wando soil types.
❑Suitable soils for ultra shallow
(1-2 ft) stormwater infiltration
usage. Est seasonal high
static water table 40-50"
(-21-21.5 ft elv). Est
permeability 10-16 min/in
4-6 in/hr). Wando and
Seabrook soil types.
❑Provisionally suitable soils for
shallow stormwater infiltration
with man-made berms. Est
seasonal high static water
table +24-36" (-20-21 ft elv).
Est permeability 10-15 minriin
(4-6 in/hr). Seabrook and
Leon -dry phase soil types.
Existing
Buildings &
Parking
Areas
Proposed i -----
Parking
Areas i
i
Proposed
Building
Expansion
Area
Property
Line
Logged 11
Soil Boring Q
Locations

„a. Mavii
Blaine � � of State
North Carolina Secretary
C201129700126
STATE OV NORTH CAROLINA
DE@AR,rMENT OF THE SECRETARY OF STATE
S1-ATE1o+1ENT OF CDANGE OF ItEGI E ED AGENT submits
OFFICE ANDIOR for the purpose of
1 Statutes of North Carolina,
the undersigned entity submits the following
istered office and/or l Statures agent in the State of North Carolina.
pursuant to §SSD- r of the Genera NT{.Y ON FILE `
changing its reg 10pT10N CURRE
Vr. r r Partnership,
on, Foreign Nonprofit Corpo�Fo. Limited
The name of the entity is: 0(onprofit corporate Limited Partnership,
Forei�► Corporation, . ompenY
Entity Type OcOon' company, OForer� Lmeuted Liability Partnership
Limited Liability Foreigt► Limited Liability `
OLimited Liability Partnership, O on file
of the entity's registered office currently
The street address and county c5��
Sop }eXe�
Number and Street: ag County:
State, Zip rrsde: istered.° a currently nn file +�
Cety, dress of the reg
The maeler►o Ad"”" if diffvrvnt from the sheet ad
IIIN
nt registered agent is: pTION
The namlo of the c .urre wI�E1J INFORM
of the new registf the entity is'.
ered of � o ce is being changed)
1. The street address and county the regi
(complete this item only if the address of
Number and Street: County:
City, She, Zip Code: registered office is:
rom the street address of the new reg changed)
address i different f registered office is being
2. The mailing a� f • i the address of the Si
(complete this item only f
ointment appears below:
istered agent and the new agent's consent to ,,Ointment
e of the new re$ the registered agent is being
ch
3. The nam a the name of d
(complete this item only f # Signature & Title
Type or Prins Name of
New Agent registered argent, as changed,
's registered office
4. The and the address of the business office of its
address of the entity, J
will be identical. a andlor time is specified:
on filing, unless a date
g, This statement w�•ill be effective up 20 A' Enai Name
It 00)
T his is the ems" - day °f 1�— Si , ature
Sep—MIR
�U.�►P�
r riot Name and Title
be attached to this statement.
reary or State• which ma8t tMe"t- 0622
a pp, This doeanbont mast be filed with
a ---raw, � } gALEIGH, NC
Notes. FWAg fee agent mny sig � ' Form BE-�
• Instead of sigatng here. the rrew Este' ed P. 0 ?
CORPORATIONS DIVISION 'BUG 07
Revised January 2002

f
Carteret
Board of Directors
ADMINISTRATION
Richard A. Brvenik
Carteret Health Care
President
Work: 252-808-6094
Email [e-mail]
Cindy Jones
Carteret Health Care
VP of Patient Care Services
Work: 252-808-6465
Email [e-mail]
Beth Beswick
Carteret Health Care
VP Human Resources
Work: 252-808-6032
Email [e-mail]
Joanie King
Carteret Health Care
VP Finance
Work: 252-808-6104
Email [e-mail]
Donald A. Pocock, FACP,
CPE
Carteret Health Care
VP Medical Affairs
Work: 252-808-6088
Email [e-mail]
Kyle Marek
Carteret Health Care
Chief Information Officer
Work: 252-808-6705
Email [e-mail]
BOARD MEMBERS
Doug Brady, Chair
Home: 252-241-2780
Email: [e-mail]
Term Expires:12/31/2017
Pat Joyce, Vice Chair
Work: 252-223-3171
Email: [e-mail]
Term Expires:12/31/2017
Mr. Mark Shouse, Treasurer
Home: 252-240-9221
Email: [e-mail]
Term Expires: 12/31/2018
Dr. Jeffrey Moore, Secretary
Work: 252-808-3100
Email: [e-mail]
Term Expires: 12/31/2018
Dr. Victoria Selley, Chief of Staff
Home: 252-499-6590
Email: [e-mail]
Term Expires:12/31/2017

STROUD MEWtlM% R.A. - -
0ONSULTWO ENSDIEERS .
-107 B COMMERCE STREET
(
August 21, 2017
........ M.rs.. Christine -Hall.. .....
NCDEQ
127 Cardinal Drive Extension
Wilmington, NC 28405
E EIVIE .
_._...BYE-......-- --_..__...._.._. .. . .............. .
— Subject:rmatio-n— — — ------
Stor-mwater Project No. SW8 010220
Carteret General Hospital
Carteret County
Dear Christine,
In response to the Request for Additional information dated August 17, 2017 the items in question have
been addressed as follows:
1. 15A NCAC 02H.1051(2): The letter from Land Management Group, Inc dated July 31, 2017
evaluating the soils -notes that this evaluation was based on previous investigations conducted in
2000 and 2013 and not on a recent quantitative on. -site or specific testing. This letter includes
general site information and the results of the previous soil test in this area. The evaluation
continues to note that it is justifiable to use.a seasonal high water (SHWT) separation of 1 foot
but does not provide any supporting documentation or justification. To reduce the SHWT
separation below two feet but no less than 1 foot, a hydrogeologic evaluation that demonstrates
the water table will subside to its pre -storm elevation within 5 days or less must be provided.
Guidance for what should be included in the hydrogeologic evaluation can be found in Chapter 2
of the -Stormwater Design Manual. Please provide additional documentation to demonstrate the
water table will subside to its pre -storm elevation within 5 days or less to support reducing the
SHWTseparation below feet.
The soil scientist has been contacted and is conducting additional testing as required in
Chapter 2 of the Stormwater.Design Manual. I will forward this separately once received.
2. 15A NCAC 02H.1002(23) and (25):
a. P16dse'provide'a discussion in the narrative clarifying that the overall size of the SCM is'
increasing and would be considered a major modification to the SCM design which
requires the SCM to meet the 2017 rules and MDC.
See the attached revised narrative addressing these concerns.
"7 COMNVICE ST. 102,D QNEMuA DRIVE HES1%O 4 PLAZA TWO
S61I'I"E S 11IIILMR4GT0N, hIC 2B W 151-A Wk 24
GRIEENVLLF, NC 978M (910) Bf5-0775 MOREHEaAD CAY, MQ 26W7
12SM 70WOR 2 . nwl.§W7 747n

SW8 010220
Page 2
b. On the infiltration system supplement, the noted stormwater programs that apply to the
design of this SCM only addresses the existing basin design but does not address the
proposed basin design. Please explain in this section of the supplement that the overall
size of this SCM is being increased and is subject to the 2017 rules and MDC
See the attached revised infiltration system supplement.
3. 15A NCAC 02H.1042(2)(a)(iv): The Additional Drainage Areas chart provided for Section IV.10 of
the application lists the built -upon area as other and future, however other application
documents list these areas as parking/driveway and proposed miscellaneous. Please confirm the
proposed built -upon area allocations are presented consistently.
See the attached revised Additional Drainage Areas chart supplement.
4. 15A NCAC 02H.1042(2)(g)(v): With the recent changes to the site layout, please confirm the
information presented in the "2017 Proposed" section of composite plan sheet (sheet 1 of 4).
Sheet 1 of 4 has been revised to provide the correct impervious information and is attached.
5. 15A NCAC 02H.1051(3): Please identify the proposed slope of the bottom of the infiltration basin
in the infiltration system supplement.
See the attached revised infiltration system supplement.
6. 15A NCAC 02H.1051(3): In the infiltration system supplement, please identify the type of
pretreatment devices that will be provided. Pretreatment devices may include measures such as
sumps in catch basins, gravel verges, screens on roof and patio drains, filters, filter strips,
grassed swales, and forebays.
See the attached revised infiltration system supplement.
If you have any other questions or comments, please feel free to call me at [phone] ext. 233.
Sincerely,
Gingery. urner, PE
e �q' JF
0
ti-FNG1N�•��,:
yo�GFRa �
eti `trret$� ®�,®

STROUD ENGINEERING, P.A.
L LA Fj ITI 14 R ®'j FA TPTA
.N S M 11T�T A L
107 B Commerce Street
Greenville, NC 27858
0:[phone]
F: [phone]
TO NCDEQ
127 Cardinal Drive Ext.
Wilmington, NC 28405
WE ARE SENDING YOU:
JOB NO. PM1127-018
DATE 8128/17
ATTENTION Christine Hall
RE: Carteret General Hospital
Stormwater Project No. SW8 010220
Express Request - Modification
Vl 41 QJ 11
COPIES DATE NO. DESCRIPTION
2 Carteret General Hospital - Sheet 1 R2
2 Revised Original and Copy EZ Supplement (Infiltration Systems) and Additional Drainage Areas Chart
1 Revised Narrative
1 LMG Soils Report
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For approval
❑ For your use
❑ As requested
Iiiii! For review and comment
❑ FOR BIDS DUE
REMARKS
Please contact me with any questions or comments.
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Other
❑ PRINTS RETURNED AFTER LOAN TO US
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
phone:[phone] ext.233
email: [e-mail]
Thankyou
COPYTO SIGNED
Ginger Y. Turner, PE
If enclosures are not as noted, kindly notify us at once.

Hall, Christine
From: Hall, Christine
Sent: Tuesday, August 22, 2017 9:34 AM
To: 'Ginger Turner'
Cc: Weaver, Cameron; [e-mail]; Kyle Marek ([e-mail]); Ron
Cullipher; [e-mail]
Subject: RE: SW8 010220 Carteret General Hospital
You got it! Thanks for the e-mails.
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
Cf??Fll.' Ci :'. s'iU0?1CC1 to ar d frorn ihi t:&0css is .^, a -iefit it I:ks
%.IF - 1i 1 P fbl, Rcacuris Lew nand rray .he cjs Joscd io :r
From: Ginger Turner [mailto:[e-mail]]
Sent: Tuesday, August 22, 2017 9:28 AM
To: Hall, Christine <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>; [e-mail]; Kyle Marek ([e-mail])
<[e-mail]>; Ron Cullipher<rcuIli pher@stroudenginee r.com>; [e-mail]
Subject: RE: SW8 010220 Carteret General Hospital
Please allow the maximum of 5 days (9/1/17).
Thank you,
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107E Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
From: Hall, Christine [mailto:[e-mail]]
Sent: Tuesday, August 22, 2017 9:26 AM

4.
To: Ginger Turner <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>; [e-mail]; Kyle Marek (kmarc,,l<;@carterethealth.org)
<kmarek carterethealth.or>; Ron Cullipher <[e-mail]>; [e-mail]
Subject: RE: SW8 010220 Carteret General Hospital
An extension would be,fine. How much additional time do you need? (note: extensions cannot be later than 5 business
days past the original due date)
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 _ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
"~MSllhir'E�.}1i11��r�5 _
E!ratl C+j:iGspa;�,Ir'.[!t;' ; .'r� ania 1"'0 ) :.r:."
N,- � : Z,, -O/;Oa La iv ciG": iT.--a i tir, i:::: W is is 'LV;" ...... . .
From: Ginger Turner [mailto:gturner strouden ineer.com]
Sent: Tuesday, August 22, 2017 9:18 AM
To: Hall, Christine <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>; [e-mail]; Kyle Marek ([e-mail])
<kmarek carterethealth.pLg>; Ron Cullipher <[e-mail]>; [e-mail]
Subject: RE: SW8 010220 Carteret General Hospital
Am I able to request an extension for resubmittal in the Express Program? The soil scientist indicated that Friday would
be the earliest the report would be ready and could not guarantee it.
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
From: Hall, Christine[mailto:[e-mail]]
Sent: Tuesday, August 22, 2017 9:14 AM
To: Ginger Turner < turner stroudengineer.com>
Cc: Weaver, Cameron <[e-mail]>; [e-mail]; Kyle Marek ([e-mail])
<[e-mail] >; Ron Cullipher <[e-mail]>; [e-mail]
Subject: RE: SW8 010220 Carteret General Hospital
Ginger,

It's best to submit the requested items in a single package. The requested items will be reviewed once everything has
been received.
Submitting items in pieces results in confusion on when a complete package has been received.
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
cOristine. hall 5ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
"Nvlhinq Compare% -
t::l �J cuav:i.` 1;: 6'iii:t IU l?rl fro".7 i,Wa i.-.I&P,'SS is .stJl'lju rO :ale
:.i; Caro'�nu Farb' rccLc~a's I.:.". .. a , ,:. ":: c' �n'r tni C
r, . i ;i, d J. i iL' i,l; ii paJ tiE...
From: Ginger Turner[mailto:eturnei,@stroudeneineer.corn.]
Sent: Tuesday, August 22, 2017 8:54 AM
To: Hall, Christine <Christine.Hall @ncdenr. ov>
Cc: Weaver, Cameron <[e-mail]>; [e-mail]; Kyle Marek ([e-mail])
<[e-mail]>; Ron Cullipher<[e-mail]-.>; IbaldwinCCec.rr.com
Subject: RE: SW8 010220 Carteret General Hospital
Christine,
The additional information package is being mailed out to you today. The updated soils report to include additional
testing is not part of this package. I hope to have it Friday and will email you a copy and hard copies by mail the
following week. Please let me know if this will be an issue.
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
From: Hall, Christine[mailto:[e-mail]]
Sent: Thursday, August 17, 2017 2:45 PM
To: Ginger Turner <[e-mail]>; [e-mail]
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: SW8 010220 Carteret General Hospital
Ginger,
Thanks for looking into this. This does help to clarify that the SCM is actually increasing in size and would be subject to
the 2017 rules. I was able to finish my review and the request for additional information is attached. Item 2 asks for

the narrative and supplement to be updated with this information. Please let me know if you have any questions or Ok
concerns.
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
christine.hall0mclenr.00v,
127 Cardinal Drive Ext.
Wilmington, NC 28405
,Ahinq CzImpaTeh
;mall ,'��
Nortit
From: Ginger Turner [mailto:gturn_er sti-oudengineer.cym)
Sent: Thursday, August 17, 2017 11:33 AM
To: Hall, Christine <Ch,[e-mail]>
Subject: SW8 010220 Carteret General Hospital
Christine,
Please see the attached basin comparisons. What I have determined is that the dimensions provided on the original
supplement were not for the bottom (EL 23.4) but the top (EL 25.4). As you can see if comparing actual contours within
each basin the values get larger, just not substantially, because of lowering the bottom elevation to EL 22.9 as you
mentioned earlier. Also the original basin would have never actually provided a volume of 7579 cf (original calculation
area) given the bypass weir was set at EL 24.85 (5151 cf- actually less than the required volume of 5596 cf). Please let
me know if this information justifies bringing the SCM to 2017 rules and if so I will include this information in my
narrative.
Thanks,
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107E Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.

Hall, Christine
From: Hall, Christine
Sent: Friday, August 18, 2017 2:19 PM
To: 'Ginger Turner'
Cc: Weaver, Cameron; Ron Cullipher; [e-mail]; Kyle Marek
([e-mail])
Subject: RE: SW8 010220 Carteret General Hospital
Attachments: 2017 Stormwater Design Manual Table of Contents.pdf
Ginger,
I'm not sure I understand your question but I'll try my best to answer it. When the infiltration chapter was released on
1/3/2017, the originally intended layout had the Soils and Vegetation sections combined as a single chapter under A-3.
have attached a table of contents we had documented when the manual was initially released (note many of the
chapters are listed as being available 1/31/17). Since the infiltration chapter has not been updated yet, I suspect that is
the reason for the disconnect in references. You'll see this same disconnect with Bioretention MDC #1 which was
revised on 4/5/17; however, it was corrected for the Permeable Pavement MDC #2 when that chapter was revised on
4/6/17. The remaining SCMs that include a SHWT MDC (sand filters, treatment swales, and dry ponds) do not include a
reference to another chapter.
Either way, the manual is just guidance on how to meet the rules. 15A NCAC 02H.1051(1) states that "the separation
may be reduced to no less than one foot if the aoalicant provides a hvdroaeoloaic evaluation that demonstrates that the
water table will subside to its pre -storm elevation within 5 days or less."
Please let me know if you have more questions.
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
,:nd,ir:;1
0 12"�?j`
From: Ginger Turner[mailto:[e-mail]]
Sent: Friday, August 18, 2017 11:33 AM
To: Hall, Christine <Christine.Hall @ncdenr.gov>
Cc: Weaver, Cameron <[e-mail]>; Ron Cullipher<[e-mail]>;
[e-mail]; Kyle Marek ([e-mail]) <[e-mail]>
Subject: RE: SW8 010220 Carteret General Hospital

Christine,
I talked with the soils consultant and he indicated that he reviewed the BMP manual and the infiltration section
references A.3 not A.2 which is why the soils information in the report was provided as submitted. Is this requirement
for infiltration elsewhere in the BMP manual? Will you please review and give me feedback.
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107E Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
From: Hall, Christine [mailto:[e-mail]]
Sent: Thursday, August 17, 2017 2:45 PM
To: Ginger Turner <[e-mail]>; dbrver,[e-mail]
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: SW8 010220 Carteret General Hospital
Ginger,
Thanks for looking into this. This does help to clarify that the SCM is actually increasing in size and would be subject to
the 2017 rules. I was able to finish my review and the request for additional information is attached. Item 2 asks for
the narrative and supplement to be updated with this information. Please let me know if you have any questions or
concerns.
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
christine.hall @@ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
hing Compares
N.C.. ---
- nd %um £;his address :`s gtlbi} ,J to f„
%^i iT CanVlrrre, Fui ;ic f?e :;Gras Lav, alid may be discfOs d io third paK-los.
From: Ginger Turner[itailto:gturner@stroudengineer_com]
Sent: Thursday, August 17, 2017 11:33 AM
To: Hall, Christine <[e-mail]>
Subject: SW8 010220 Carteret General Hospital
Christine,

Hall, Christine
From: Ginger Turner <[e-mail]>
Sent: Thursday, August 17, 2017 11:33 AM
To: Hall, Christine
Subject: SW8 010220 Carteret General Hospital
Attachments: PM1127-007_CONSTRUCTION BASIN COMPARISON.pdf
Christine,
Please see the attached basin comparisons. What I have determined is that the dimensions provided on the original
supplement were not for the bottom (EL 23.4) but the top (EL 25.4). As you can see if comparing actual contours within
each basin the values get larger, just not substantially, because of lowering the bottom elevation to EL 22.9 as you
mentioned earlier. Also the original basin would have never actually provided a volume of 7579 cf (original calculation
area) given the bypass weir was set at EL 24.85 (5151 cf- actually less than the required volume of 5596 cf). Please let
me know if this information justifies bringing the SCM to 2017 rules and if so I will include this information in my
na rrative.
Thanks,
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Ciick here to upload files.

c
I
E

V
Energy, Mineral &
.Land Resources
ENVIRONMENTAL QUALITY
August 17, 2017
Carteret County General Hospital Corporation
Attn: Richard A. Brvenik, President
PO Drawer 1619
Morehead City, NC 28557
Subject: Request for Additional Information
Stormwater Project No. SW8 010220
Carteret General Hospital
Carteret County
Dear Mr. Brvenik:
ROY COOPER
Governor
MICHAEL S. REGAN
Secremry
TRACY DAVIS
Director
211 �O `\
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the subject project on August 8, 2017. 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:
✓li 15A NCAC 02H.1051(2): The letter from Land Management Group, Inc dated July 31, 2017
evaluating the soils notes that this evaluation was based on previous investigations conducted in
2000 and 2013 and not on a recent quantitative on -site or specific testing. This letter includes
general site information and the results of the previous soil test in this area. The evaluation
continues to note that it is justifiable to use a seasonal high water (SHWT) separation of 1 foot
but does not provide any supporting documentation or justification. To reduce the SHWT
separation below two feet but no less than 1 foot, a hydrogeologic evaluation that demonstrates
the water table will subside to its pre -storm elevation within 5 days or less must be provided.
Guidance for what should be included in the hydrogeologic evaluation can be found in Chapter
A.2 of the Stormwater Design Manual. Please provide additional documentation to demonstrate
the water table will subside to its pre -storm elevation within 5 days or less to support reducing the
SHWT separation below 2 feet.
15A NCAC 02H.1002(23) and (25):
A. Please provide a discussion in the narrative clarifying that the overall size of the SCM is
increasing and would be considered a major modification to the SCM design which
requires the SCM to meet the 2017 rules and MDC.
b. On the infiltration system supplement, the noted stol-mwater programs that apply to the
design of this SCM only addresses the existing basin design but does not address the
proposed basin design. Please explain in this section of the supplement that the overall
size of this SCM is being increased and is subject to the 2017 rules and MDC.
V 3. 15A NCAC 02H.1042(2)(a)(iv): The Additional Drainage Areas chart provided for Section
�1< IV.10 of the application lists the built -upon area as other and future, however other application
documents list these areas as parking/driveway and proposed miscellaneous. Please confirm the
proposed built -upon area allocations are presented consistently.
t . 15A NCAC 02H. 1 042(2)(g)(v): With the recent changes to the site layout, please confirm the
information presented in the "2017 Proposed" section of composite plan sheet (sheet 1 of 4).
V5. 15A NCAC 02H.1051(3): Please identify the proposed slope of the bottom of the infiltration
basin in the infiltration system supplement.
Su!cofX',3rthCaro1in_,. I Gm•:ronmc:rt lQe;2ty IEn�.c.C,1'•nr, lan L .IdResourcr•
Wimingtonkegion_ Ofi;t+t 1 121 C).rdru:lDriveZXtensiorl I WYm`.ngtrtr,NC 7843',

State Stormwater Permit No. SW8 010220
X Page 2 of 2
V//6. 15A NCAC 02H.1051(3): In the infiltration system supplement, please identify the type of
pretreatment devices that will be provided. Pretreatment devices may include measures such as
sumps in catch basins, gravel verges, screens on roof and patio drains, filters, filter strips, grassed
swales, and forebays.
7. Due to the potentially minor nature of these comments, the express additional information review
fee has been waived.
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 prior to August 25, 2017, 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 a justification 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/canh: \\\Stormwater\Permits & Prcj ects\200 1 \0 10220 HD\2017 08 addinfo 010220
cc: Ginger Turner, PE, Stroud Engineering, PA
Wilmington Regional Office Stormwater File
of North Cro ra .. 1 Enc.-gy
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Hall, Christine
From: Hall, Christine
Sent: Thursday, August 17, 2017 2:45 PM
To: 'Ginger Turner; '[e-mail]'
Cc: Weaver, Cameron
Subject: RE: SW8 010220 Carteret General Hospital
Attachments: 2017 08 addinfo 010220.pdf
Ginger,
Thanks for looking into this. This does help to clarify that the SCM is actually increasing in size and would be subject to
the 2017 rules. I was able to finish my review and the request for additional information is attached. Item 2 asks for
the narrative and supplement to be updated with this information. Please let me know if you have any questions or
concerns.
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
From: Ginger Turner[mailto:[e-mail]]
Sent: Thursday, August 17, 2017 11:33 AM
To: Hall, Christine <[e-mail]>
Subject: SW8 010220 Carteret General Hospital
Christine,
Please see the attached basin comparisons. What I have determined is that the dimensions provided on the original
supplement were not for the bottom (EL 23.4) but the top (EL 25.4). As you can see if comparing actual contours within
each basin the values get larger, just not substantially, because of lowering the bottom elevation to EL 22.9 as you
mentioned earlier. Also the original basin would have never actually provided a volume of 7579 cf (original calculation
area) given the bypass weir was set at EL 24.85 (5151 cf- actually less than the required volume of 5596 cf). Please let
me know if this information justifies bringing the SCM to 2017 rules and if so I will include this information in my
narrative.
Thanks,

STROUD ENGINEERING, P.A.
LETTER OF TRANSMITTAL
107 B Commerce Street
Greenville, NC 27858
0: [phone]
F: [phone]
TO NCDEQ
127 Cardinal Drive Ext.
Wilmington, NC 28405
WE ARE SENDING YOU:
JOB NO. PM1127-018
DATE 8/1/17 Iv�At �11 g L{ 17
ATTENTION Christine Hall
RE: Carteret General Hospital
Stormwater Project No. SW8 010220
Express Request - Modification
COPIES
DATE
NO.
DESCRIPTION
2
Carteret General Hospital - Sheets 1-4, RO
2
Color Drainage Area Map
2
Original and Copy of SWU-101, EZ Supplement (Infiltration Systems)
1
Narrative
1
Quad Map
1
Calculations
1
Corporation Documentation
1
Submittal Fee Carteret Health Care #200322 - $4000.00
IVER
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use CI Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
B For review and comment ❑ Other
❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
Please contact me with any questions or comments.
phone: [phone] ext. 233 Changes from initial plans: added four parking spaces and filled in vegetated filter, no longer utilizing
email: [e-mail] any BUA treated elsewhere on Main or West Campus, basin treats all of the existing plus proposed,
Basin bottom lowered to elevation 22.9, 18" separation to SHWT, demo bypass piping and added
overflow device.
Thank you
COPY TO SIGNED
Ginger Y. Tumor, PE
If enclosures are not as noted, kindly notify us at once.

Hall, Christine
From: Hall, Christine
Sent: Thursday, August 03, 2017 2:24 PM
To: 'Ginger Turner'; Weaver, Cameron
Cc: Kyle Marek ([e-mail]); [e-mail]
Subject: RE: Carteret General Hospital
Thanks Ginger. This plus the little bit of clarification you were able to provide on the phone a few minutes ago is enough
for me to allow this as a mail in. I don't have a specific acceptance date in mind but if you can go ahead and mail it in, I
will fit it in as soon as I have time to work on it. I'm hoping I won't be more than a week or two before I can get accept
it.
Let me know if you have any questions.
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
Er7 a G'.I..,iv sp ,id. i.x to u7(: r+,r. i us aoilr'-:5 isti'
Nla-fh C«rnl;;u F�� :u r <ti rJ� i_ t-v-and may be d'rsc!usf,J to fh ic-iznlos.
From: Ginger Turner [mailto:[e-mail]]
Sent: Wednesday, August 02, 2017 4:49 PM
To: Hall, Christine <Christine. Ha [e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Kyle Marek ([e-mail]) <[e-mail]>; [e-mail]
Subject: RE: Carteret General Hospital
Please take a look at the bottom of the LOT and let me know if this is enough info for a decision.
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
From: Hall, Christine[mailto:[e-mail]]
Sent: Wednesday, August 02, 2017 4:44 PM

To: Ginger Turner <[e-mail]>; Weaver, Cameron <cameron.we�zv:rCwncdenr.-(-V,>
Cc: Kyle Marek ([e-mail]) <kmarek F ::arterethealth.org>; Ibaldwi i a,ec.r;".com
Subject: RE: Carteret General Hospital
Can you confirm what changes were made from the plans we looked at in the submittal meeting? I know we talked
about several options, but in order to agree to a mail in, I need to understand which option was selected.
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
christine.hall a&ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
'Notbing C--Iv;,-'Ire-`i
Votth .. Ali l i.; i-er f:'.r'V
From: Ginger Turner [ma Ito:gturneri2�troudengineer.com]
Sent: Tuesday, August 01, 2017 8:20 AM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Kyle Marek (kmarek(@car%.erethealth.org) <[e-mail]>; lbaldwi:i@ec.,-r.com
Subject: RE: Carteret General Hospital
Christine,
I now have the soils report available and the package is ready for submittal. Please let me know how, meeting or mail -
in, and when to submit.
Thank you,
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
From: Hall, Christine[mailto:[e-mail]]
Sent: Monday, July 24, 2017 9:34 AM
To: Ginger Turner <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Kyle Marek ([e-mail]) <[e-mail]>; [e-mail]
Subject: RE: Carteret General Hospital

Ginger,
Thanks for the update. I already have a pretty full week next week. Please keep me posted on the progress. As I said in
the meeting, I'll try to fit you back it as best as I can.
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(ftcdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
j� � if�. ,..l. �i i:l. ur.:.'ri _ :UI i'J._ !: �: .lr�� c,a � _�!•�� �. ... u...
i �Jv ..., `•^I JI�: J1w. !�a n. .•.l �..�V�/+..�:Y � �.... i!-•{ ..,4.j. t�� .ice -. ... ., .. �lr 1. J [.e.[
From: Ginger Turner[mailto:[e-mail]]
Sent: Monday, July 24, 2017 8:40 AM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <cameron.weaver@ncdenr. ov>
Cc: Kyle Marek ([e-mail]) <[e-mail],>; ][e-mail]
Subject: Carteret General Hospital
Christine,
I have talked with our soils consultant and he indicated he should have me a report allowing for the reduced SHWT
separation. So I think worst case for delivery would be sometime next week.
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.

Hall, Christine
From:
Hall, Christine
Sent:
Monday, July 24, 2017 9:34 AM
To:
'Ginger Turner'; Weaver, Cameron
Cc:
Kyle Marek ([e-mail]); [e-mail]
Subject:
RE: Carteret General Hospital
Ginger,
Thanks for the update. I already have a pretty full week next week. Please keep me posted on the progress. As I said in
the meeting, I'll try to fit you back it as best as I can.
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, 'Nothing Compares
-31
From: Ginger Turner[mailto:[e-mail]]
Sent: Monday, July 24, 2017 8:40 AM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Kyle Marek ([e-mail]) <[e-mail]>; [e-mail]
Subject: Carteret General Hospital
Christine,
I have talked with our soils consultant and he indicated he should have me a report allowing for the reduced SHWT
separation. So I think worst case for delivery would be sometime next week.
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
I

For DEQ Use ONLY
Reviewer 0T
North Carolina Department of Environmental Quality submit 7/19
Request for Express Permit Review -�- _b P
Time:
Confirm
FILL-IN all the information below and CHECK the Permit(s) 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 project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828-296-4698;alison.davidson(alncdenrgov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.1ee6_ncdenr.pov
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107; marcia.allocco &ncdenr"goy
• Washington Region -Lyn Hardison 252-948-3842 or lyn.hardison(@,ncdenr gov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weave Oncdenr aov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: CARTERET GENERAL HOSPITAL County: CARTERET
Applicant: RICHARD A. BRVENIK, PRESIDENT Company: CARTERET GENERAL HOSPITAL CORPORATION
Address: 3500 ARENDELL STREET City: MOREHEAD CITY, State: NC Zip: 28557-_
Phone: [phone], Fax: _ _ Email: dbrvenik@gmg .O
Physical Location:3500 ARENDELL STREET. MOREHEAD CITY
Provided Existina Permits
relptml to this P+'oieat
Project Drains into BOGUE SOUND waters - Water classification SA:HQW (DWR Surface !Hater Classifications Mal)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N. within % mile and draining to class SA waters Y, or within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant: GINGERY. TURNER, PE Company: STROUD ENGINEERING, PA
Address:107 B COMMERCE STREET City: GREENVILLE. State: NC Zip: 28557
Phone: [phone], Fax: [phone]. Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$ # JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY"Q ,a�i ®'i�T
❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermident/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
Z 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 _ # Treatment Systems ® High Density -Infiltration _ #Treatment Systems
ElHigh Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
®High Density -Other _ #Treatment Systems / j MOD-NII_' f,'3i; - ❑Minor ❑ PI -in R vision �' Redev. Exc:usion SW 8010220 (Provide pern-?!#)
❑ 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 PROJECT (for both scoring and express meeting request)
Wetlands on Site ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
For rJr(j use
Fee Solit for mul6ole permits: (Check # 1
Buffer Impacts: ❑ No ❑ YES: _acre(s)
Isolated wetland on Property El Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Tefal Fpa Amotm!
Fpa Amotm!
------
NCDEQ EXPRESS March 2016

Narrative
Stormwater Management Plan
Carteret General Hospital
June 8, 2017
Owner:
Carteret General Hospital
Richard A. Brvenik, President
3500 Arendell Street
Morehead City, NC 28557
[phone]
Engineer: Stroud Engineering, P.A.
107-B Commerce Street
Greenville, NC 27858
General Information
Carteret General Hospital received the most recent modification to SW8 010220 on May 22, 2014
for the construction of a parking lot on west campus. This request is to add fourteen parking spaces
(2,650 square feet) south of the existing infiltration basin located in the northeast quadrant of the
property.
II. Stormwater Information
The project has already installed and had certified the pervious pavement areas at both Main and
West Campus locations. The installation of these BMP's provided treatment for an additional 1,115
square feet of impervious within the tract. This reduces the required treatment of the proposed
impervious to 1,535 square feet. This additional impervious is required to be permitted under the
2017 stormwater rules and requires a treatment depth of 3.66 inches (1yr-24hr), given the property
drains to Bogue Sound, SA waters. The pre -post volume required to be stored for the additional
impervious is 473 cubic feet. We are proposing to modify the existing infiltration basin to
accommodate and treat the additional required volume.

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Weaver, Cameron
From: Ginger Turner <[e-mail]>
Sent: Thursday, June 08, 2017 2:36 PM
To: Weaver, Cameron
Cc: Ron Cullipher; Kyle Marek ([e-mail])
Subject: Carteret General Hospital SW8 010220
Attachments: Express Request 2017.06.08.pdf
Cameron,
Please see the attached Express Request for the above referenced project. If possible, unless dates are pushed out,
please schedule the meetings for the same day. We would like the best possible meeting date for both projects. Let me
know if you have any questions. I will try and check emails periodically while on vacation, but may be best to contact me
on my cell (252.661.5266) so I am able to coordinate the dates with the permitee representatives so we don't miss any
potential dates.
Thanks for all your help,
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
upload files.

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