SW8131210_Historical File_20140226

AAVA,
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy E. Davis, PE,CPM Pat McCrory,Governor
Director John E.Skvarla, Ill, Secretary
February 26, 2014
Thomas Walsh, Vice President, Facilities & Support Services
New Hanover Regional Medical Center
2131 S. 17th Street
Wilmington, NC 28402
Subject: Stormwater Management Permit No. SW8 131210
North Corridor Emergency Department
High Density Commercial infiltration Basin Project
New Hanover County
Dear Mr. Walsh:
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for North Corridor Emergency Department on February 25, 2014. Staff review of
the plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We
are forwarding Permit No. SW8 131210 dated February 26, 2014, for the construction, operation
and maintenance of the BMP's and built-upon area associated with the subject project.
This permit shall be effective from the date of issuance until February 26, 2022, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
recordation of deed restrictions, certification of the BMP's, procedures for changing ownership,
transferring the permit, and renewing the permit. Failure to establish an adequate system for
operation and maintenance of the stormwater management system, to record deed restrictions,
to certify the BMP's, to transfer the permit, or to renew the permit, will result in future
compliance problems
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Steve Pusey in the Wilmington Regional Office at [phone].
Sincerely,
„Zge-4)/-51t-A545-4=(.
Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/sgp: G:1WQ\Shared\Stormwater\Permits&Projects120131131210 HD12014 02 permit 131210
cc: John Tunstall, PE—Norris &Tunstall Consulting Engineers, P.C.
New Hanover County Building Inspections
New Hanover County Engineering
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension,Wilmington,North Carolina 28405 Phone:[phone]/Fax:[phone]

State Stormwater Management Systems
Permit No. SW8 131210
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
New Hanover Regional Medical Center
North Corridor Emergency Department
151 Scotts Hill Medical Drive, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of one (1) infiltration basin in compliance with
the provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter the
"stormwater rules') and the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division
and considered a part of this permit.
This permit shall be effective from the date of issuance until February 26, 2022, 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 application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit. The stormwater control has been
designed to handle the runoff from 378,000 square feet of impervious area.
3. The infiltration basin has been designed to handle the 10-year, 24-hour design
storm without discharging, therefore neither a LSNFS nor an offline bypass are
required.
4. The tract will be limited to the amount of built-upon area indicated in Section 1.8
of this permit, and as shown on the approved plans. The built-upon area for the
future development has been allocated as 243,896 square feet.
5. The runoff from all built-upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
6. The project shall provide a 50' wide vegetated buffer adjacent surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of bank of both sides of streams and rivers, and the mean
high water line of tidal waters.
Page 2 of 7

State Stormwater Management Systems
• Permit No. SW8 131210
7. The following design criteria have been permitted for the infiltration basin and
must be provided and maintained at design condition:
a. Drainage Area, Acres: 12.59
Onsite, ft : 548,473
Offsite, ftz: 0
b. Total Impervious Surfaces, acres: 8.68
Onsite, fr,.. 378,000
Offsite, ft2: 0
c. Design Storm, inches: 1.5" *
d. Basin Depth, feet: 3.8
e. Bottom Elevation, FMSI�: 20.0
f. Bottom Surface Area, f 13,668
g. Bypass Weir Elevation, FMSl : 23.8
h. Permitted Storage Volume, ft : 101,945
i. Predevelopment 1 yr 24 hr peak flow, cfs: 0
j. Post-development 1 yr 24 hr peak flow, cfs: 27.67
k. Type of Soil: Kureb
I. Expected Infiltration Rate, in/hr: 13.05
m. Seasonal High Water Table, FMSL: 16.5
n. Time to Draw Down 10-yr storm, hours: 14
o. Receiving Stream/River Basin: UT Futch Creek/ Cape Fear
p. Stream Index Number: 18-87-19
q. Classification of Water Body: "SA; HQW" **
* Also designed to infiltrate at least a 10-yr, 24-hr storm without discharging.
**Site is within % mile, but not discharging to SA waters due to isolated wetlands that
intercept and store a large volume of stormwater runoff. Due to the infiltration basin
design and isolated wetlands in the vicinity, this area only discharges to Futch Creek
during a 500-year storm event.
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated 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. If the stormwater system is 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.
3. The permittee shall follow the approved Operation and Maintenance Agreement
in its entirety, and shall provide and perform the listed operation and
maintenance procedures at the specified intervals to assure the permitted
stormwater system functions at optimum efficiency.
4. 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.
5. The facilities shall be constructed in accordance with the conditions of this
permit, the approved plans and specifications, and other supporting data.
6. All stormwater collection and treatment systems must be located in public rights-
of-way, common areas or easements. The final plats for the project will be
recorded showing all such required rights-of-way, common areas and
easements, in accordance with the approved plans. Access to the stormwater
facilities shall be maintained via appropriate easements at all times.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 131210
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management 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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any designated future BUA on the application.
9. 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
1. 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;
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Approved plans, calculations, supplement forms, operation and maintenance
agreements and specifications for this project are incorporated by reference and
are enforceable parts of the permit. A copy of the approved plans and
specifications shall be maintained on file by the Permittee at all times.
4. Any individual or entity found 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 NCGS 143, Article 21.
Page 4 of 7

State Stormwater Management Systems
•
Permit No. SW8 131210
5. 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.
6. In the event that 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.
7. 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.
8. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
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. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit issued this the 26th day of February, 2014.
NO H CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
T acy D is,P E Director
ivision of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 7

DEMLR USE ONLY
Date Received Fee Paid ,Permit Numb
I2 -- Z—15o r3 o 55.c'`) 7A gg1_3 S7v)r 3/ /
Applicable Rules: ❑Coastal SW-1995 ❑Coastal SW-2008 ❑Ph II-Post Construction
(select all that apply) ❑Non-Coastal SW-HQW/ORW Waters ❑Universal Stormwater Management Plan
❑Other WQ Mgmt Plan:
State of North Carolina Nsir *Ilbtp
Department of Environment and Natural Resources
Division of Energy,Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
North Corridor Emergency Department
2. Location of Project(street address): /I
9Th)Ma et Street I 1-7- 1 1 5 c 0; S -r' 11 M -J3 r., j
City:Wilmington County:New Hanover Zip:28411
3. Directions to project(from nearest major intersection):
From Porters Neck Rd.travel NE-1.4 miles,keeping right at the fork and following signs for US 17N.
Merge onto US 17 and the site will be on the right.
4. Latitude:34°18'56.67"N Longitude:-77°46'3.734"W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is(check one): ,I New ❑Modification ❑Renewal w/Modificationt
tRenewals with modifications also requires SV U 102-Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit,list the existing
permit number ,its issue date(if known) ,and the status of
construction: ❑Not Started ❑Partially Completed* ❑Completed* *provide a designer's certification
2. Specify the type of project(check one):
❑Low Density /1 High Density DDrains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application,list the stormwater project number,
if assigned, and the previous name of the project,if different than currently
proposed,
4.a.Additional Project Requirements(check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit:Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name,Project/Permit :i,_;41
issue date and the type of each permit:Under review.
0 * -;
5. Is the project located within 5 miles of a public airport? No ❑Yes ' c 11
If yes,see S.L.2012-200,Part VI:http://portal.ncdenr.org/web/lr/rules-and-regulations O�
Form SWU-101 Version Oct.31,2013 Page 1 of 6

' III. CONTACT INFORMATION
1.a.Print Applicant/Signing Official's name and title(specifically the developer,property owner,lessee,
designated government official,individual,etc.who owns the project):
Applicant/Organization:New Hanover Regional Medical Center
Signing Official&Title:Thomas Walsh,Vice President Facilities&Support Services
b.Contact information for person listed in item la above:
Street Address:2131 S.17th Street
City:Wilmington State:NC Zip:28402
Mailing Address(if applicable):Sams As Above
City: State: Zip:
Phone: (910 ) 343-2788 Fax: (910 ) 343-2413
Email:[e-mail]
c.Please check the appropriate box.The applicant listed above is:
®The property owner(Skip to Contact Information,item 3a)
❑Lessee*(Attach a copy of the lease agreement and complete Contact Information,item 2a and 2b below)
❑Purchaser*(Attach a copy of the pending sales agreement and complete Contact Information,item 2a and
2b below)
❑Developer*(Complete Contact Information,item 2a and 2b below.)
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official&Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address(if applicable):
City: State: Zip:
Phone: ( ) Fax: f )
Email:
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Norris&Tunstall Consulting Engineers,P.C.
Signing Official&Title:Tohn S.Tunstall,P.E.
b.Contact information for person listed in item 3a above:
Mailing Address:1127 Floral Parkway,Suite 400
City:Wilmington State:NC Zip:28403
Phone: (910 ) 343-9653 Fax: (910 ) 343-9604
Email:[e-mail] cc: [e-mail]
4. Local jurisdiction for building permits:New Hanover Coun Develo ment Servic
Point of Contact:Tony Roberts,Director Phone#: (910 ) 7981 03
DEC 13 2013
RV:
Form SWU-101 Version Oct.31,2013 Page 2 of 6

' IV. ' PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
Treat the 10-year storm without discharge in infiltration basin.
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
❑Approval of a Site Specific Development Plan or PUD Approval Date:
❑Valid Building Permit Issued Date:
❑Other: Date:
b.If claiming vested rights,identify the regulation(s)the project has been designed in accordance with:
❑Coastal SW-1995 ❑Ph II-Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area:26.94 acres 5. Total Coastal Wetlands Area:0 acres
6. Total Surface Water Area:0 acres
7. Total Property Area(4)-Total Coastal Wetlands Area(5)-Total Surface Water Area(6)=Total Project
Area+:26.94 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water(NHw)line or Mean High Water
(MHVV)line,and coastal wetlands landward from the NHW(or MHW)line. The resultant project area is used to
calculate overall percent built upon area(BUA). Non-coastal wetlands landward of the NHW(or MHW)line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area/Total Project Area)X 100 =32.22 %
9. How many drainage areas does the project have?1 (For high density,count 1 for each proposed engineered
stormwater BMP. For low density and other projects,use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area_ Drainage Area_ Drainage Area_
Receiving Stream Name UT of Futch 8. Area only discharges to Futch Creek
Creek during 500-yr. storm. DA drains to
Stream Class * SA;HQW wetland with no outlet. See SW8 080624
Stream Index Number* 18-87-19 (Scotts Hill Medical Park PH I&II)
Total Drainage Area(sf) 548,473 for more information.
On-site Drainage Area(sf) 548,473
Off-site Drainage Area(sf) 0
Proposed Impervious Area**(sf) 378,000
% Impervious Area**(total) 68.92%
Impervious'Surface Area Drainage Area 1 Drainage Area_ Drainage Area_ Drainage Area_
On-site Buildings/Lots(sf) 33,258
On-site Streets (sf) 95,221
On-site Parking (sf) -- - -_
On-site Sidewalks (sf) 5,625
Other on-site (sf) 0
Future(sf) 243,896
Off-site (sf) 0
Existing BUA***(sf) 0
Total (sf): 378,000 =, 'a Fk;EIVE
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web ps/Fise✓Iatsif •
** Impervious area is defined as the built upon area including,but not limited to,buildin: ro s,pat i•'•Is 's
sidewalks,gravel areas,etc. '
BY:
Form SWU-101 Version Oct.31,2013 Page 3 of 6

***Report only that amount of existing BUA that will remain after development.Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off-site impervious area listed above determined?Provide documentation.N/A
Proiects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened&
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15,4 NCAC 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance(O&M)forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy,Mineral and
Land Resources(DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map athttp://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item.All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.
T i 1.
1. Original and one copy of the Stormwater Management Permit Application Form. 14 -
2. Original and one copy of the signed and notarized Deed Restrictions&Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed,signed and dated)and O&M *1163
agreement(s)for each BMP. f
4. Permit application processing fee of$505 payable to NCDENR. (For an Express review,refer to 1 '—
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative(one to two pages)describing the stormwater treatment/managementfor )(STI6/0,A--•
the project. This is required in addition to the brief summary provided in the Project
Information,item 1. (`
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the C.
receiving stream drains to class SA waters within 1/2 mile of the site boundary,include the 1/2
mile radius on the map.
7. Sealed,signed and dated calculations(one copy). a,
8. Two sets of plans folded to 8.5"x 14" (sealed,signed,&dated),including: ;
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures,the banks of streams and rivers,the MHW or NHW line of tidal
waters,and any coastal wetlands landward of the MHW or NHW lines.
* Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures,the banks of streams or rivers,and the MHW(or NHW)of tidal waters. Gel
/e
i. Dimensioned property/project boundary with bearings&distances. �11r
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours,proposed contours,spot elevations,finished floor elevations. rgc 3 2u
13
1. Details of roads,drainage features,collection systems,and stormwater control meass es.m.Wetlands delineated,or a note on the plans that none exist. (Must be delineated by
qualified person. Provide documentation of qualifications and identify the person w
made the determination on the plans.
Form SWU-101 Version Oct.31,2013 Page 4 of 6

n. Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations.
o. Drainage areas delineated(included in the main set of plans,not as a separate document).
p. Vegetated buffers(where required). yt\ ,)
9. Copy of any applicable soils report with the associated SHWT elevations(Please identify ,W '—
elevations in addition to depths)as well as a map of the boring locations with the existing
elevations and boring logs.Include an 8.5"x11"copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO:Schedule a site visit for DEMLR to ver+fg the SHINT prior
to submittal, [phone].)
10. A copy of the most current property deed.Deed book:5207 Page No:1311-1314 l ' '
11. For corporations and limited liability corporations(LLC):Provide documentation from the NC MAI /;
Secretary of State or other official documentation,which supports the titles and positions held
by the persons listed in Contact Information,item la,2a,and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State,otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http://portal.ncdenr.org/web/lr/state-stormwater-
forms docs.Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner,it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s)below,the permit holder(s)certify that the recorded property restrictions and
protective covenants for this project,if required,shall include all the items required in the permit and listed
on the forms available on the website,that the covenants will be binding on all parties and persons claiming
under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR,and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm(such as a
consulting engineer and/or firm)so that they may provide information on your behalf for this project(such as
addressing requests for additional information).
Consulting Engineer:Tohn S.Tunstall,P.E.
Consulting Firm:Norris&Tunstall Consulting Engineers,P.C.
Mailing Address:1127 Floral Parkway,Suite 400
City:Wilmington State:NC Zip:28403
Phone: (910 ) 343-9653 Fax: f910 ) 343-9604
Email:[e-mail] cc: anorris®ntengineers.com
IX. PROPERTY OWNER AUTHORIZATION(if Contact Information,item 2 has been filled out, complete this
section)
I,(print or type name of person listed in Contact Information, item 2a) ,certify that I
own the property identified in this permit application,and thus give permission to(print or type name of person
listed in Contact Information,item la) with(print or type name of organization listed in
Contact Information,item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal,which indicates the
party responsible for the operation and maintenance of the stormwater system. E C C IV
E
DEC 13 2013
Form SWU-101 Version Oct.31,2013 Page 5 of 6 lti:

X. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in Contact Information,item la) Thomas Walsh, Vice President Facilities&Support
Services
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of the
applicable stormwater rules 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
Signature: ,.,.o...„! Date: /lv/�/3
I, 'Merl e.Y' l 7 �' to ,a Notary Public for the State of aril')l'� earn l i l�CII/ ounty of
irOP IA)t ia(NOtitor,do hereby certify that— YIOYY>Q-S 'k, A 5(\ personally appeared
before me this iv day of r f✓1n r Z7l s',and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal, UNk9-1-(:).... l 1�
SEAL
My commission expires ` QD )�0 111/44-
DECEIVI
EC 13 2013
Bv:
Form SWU-101 Version Oct.31,2013 Page 7 of 7

Pusey, Steven
From: Amy Norris<anorris©ntengineers.com>
Sent: Tuesday, February 18,2014 2:41 PM
To: Pusey, Steven
Cc: jtunstall©ntengineers.com
Subject: North Corridor Emergency Department (N&T#13063)
Steve,
In reference to your e-mail request of 01-31-14 for the signing official's authorization letter,we wanted to let you know that
NHRMC is working on the letter. As soon as they deliver it to us we wilt submit to you.
Thank you ,
Amy for John S.Tunstall, P.E.
Amy S. Norris Office Manager/Administrative Assistant
Norris&Tunstall Consulting Engineers, P.C.
1127 Floral Parkway, Suite 400,Wilmington, NC 28403
910-343-9653(Ext.212) 1910-343-9604 (F)
anorriseantenaineers.com
It is the professional opinion of Norris&Tunstall Consulting Engineers, P.C.and Norris, Kuske&Tunstall Consulting Engineers, Inc.
that this electronic information provides design information current as of the date of its release. It shall be the responsibility of the party
receiving the data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris&Tunstall Consulting Engineers; P.C. and Norris, Kuske&Tunstall Consulting Engineers, Inc. makes
no representations as to the usability or readability of documents resulting from the use of software application packages, operating
systems, or computer hardware differing from those used by Norris&Tunstall Consulting Engineers, P.C. and Norris, Kuske&Tunstall
Consulting Engineers, Inc. in the preparation of such data.
1

in New Hanover
Regional Medical Center
February 4,2014
Mr. Steven G.Pusey,Environmental Engineer
NCDENR-Division of Energy,Mineral&Land Resources
127 Cardinal Drive Extension
Wilmington,NC 28405
Dear Mr.Pusey,
This letter will serve as authorization that Thomas R. Walsh,Vice President,Facilities and
Support Services at New Hanover Regional Medical Center is authorized to sign on behalf of the
hospital.
S. Iy,
J . Barto,Jr.
President and CEO
JB:bf
New Hanover Regional Medical Center 2131 South 17th Street Wilmington,NC 28402 www.nhrmc.org

Pusey, Steven
From: Pusey, Steven
Sent: Friday, January 31, 2014 3:23 PM
To: John Tunstall
Subject: North Corridor Emergency Dept.
importance: High
John,
Don't worry about the changes to the supplement. I'll just make them myself and initial it. However, I do need one
thing. Since the applicant,Thomas Walsh,V.P.,is not listed on the Secretary of State website and they are basically
acting like an agent,we need a letter of authorization from John K. Barto,Jr., President/CEO, authorizing that they can
sign on behalf of the hospital. Alternately, if you can provide something official from the hospital showing Mr.Walsh as
the Vice President; that would do.
Thanks,
Steve
SteVen9.f'user�
Environmental Engineer
NCDENR-Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext.
Wilmington, NC 28405
Ph [phone]/Fax[phone]
http://portal.ncdenr.org/web/Ir/stormwater
Before printing this email,please consider your budget and the environment.
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties.
1

INFILTRATION BASIN ANALYSIS FOR PHASE II AND 2008 PROJECTS
Formula
FILENAME:S 1W41Shan:dlStormwaterlPenmts&Progects120131131210 HD1201401 exceLIB 131210 User input
PROJECT NUMBER:SW8 131210 Current Date 31-Jan-14
PROJECT NAME: North Corridor Emergency Dept. Original Run Date: 1/31/14
DRAINAGE BASIN: Cape Fear _ REVIEWER: Pussy
RECEIVING STREAM: UT Futch Creek CLASS SA: Not draining to
Index No.: 18-87-19 If ORW,is site within the 575'AEC? Y
RULES("2008"or"Ph2") 2008 (Use a comma(')before entering 2008)
PROJECT AREA 12.581acres Overall DA 548473 sf
= 12.59 acres
DA for Proposed BUA _ 548473 sf(reduce overall DA by previously permitted BUA am
DA for Prev.Permitted BUA 0 sf(assume DA=previously permitted BUA)
IMPERVIOUS AREA CALCULATION Previously
permitted
Prop.BUA BUA at diff.OS C value
BUILDINGS 33258 1
PARKING/ASPHALT 95221 0.9
CONCRETE 5625, 0.951
OFFSITE
OTHER/FUTURE 243896 0.95
Subtotals 378000 0 Cc= 0.71
Total 378000
Pre Rv Post Rv
Overall%IMPERVIOUS,I= 68.9% 0.05 0.67
New BUA%impervious= 68.9% 0.05 0.67 _
Ex.BUA%impervious= 0.0% 0.05 0.05
VOLUME CALCULATION
Previously permitted BUA Design Storm inches (most likely 1'or
Previously permitted BUA volume 0 cf
1 yr.24 hour precipitation depth(inches) 3.80 from NOAA chart
Predevelopment C value from consultant 0.30 does not include
1 yr.24 hr.Pre-development volume 8684 cubic feet
1 yr.24 hr.Post-development volume 116414 cubic feet
1.5"volume for New BUA 45953 cubic feet
2008 Design Volume 45953 cubic feet
Phase 2 Design Volume 45953 cubic feet
SURFACE AREAS/ELEVATIONS I VOLUMES
Elev.(ft) Area,sq ft Inc.Volume Acc.Volume
BOTTOM 20.00 13,668
-1? 3s° -136680
0 -136680
TOP/BYPASS 23.80 39,987 475845 I 339165
VOLUME PROVIDED 101945 cf (Estimated)
SOILS INFORMATION
ELEVATION OF SEASONAL HIGH WATER TABLE 16.5 fmsl
SOIL TYPE I Loamy sand
REPORTED INFILTRATION RATE 13.1 in/hr
Time to Draw Down 10-yr.Storm 14.4 hours
Time to Draw Down 10-yr.Storm @ half infil.Rate 28.7 hours
i.2 days
10 YEAR STORM(WAIVE BYPASS&VFS)
Runoff depth for 10 yr 24 hr storm,in. 7.00 from NOAA chart
Volume of 10 yr.24 hr storm= 214447 CF
Volume infiltrated in 24 hours at 1/2 infil rate= 179051 CF,at T=1 day,V=(2 x k x
Remaining volume to store= 35396 CF OK? YES
Note-the total available volume must be larger than the remaining volume to store.
COMMENTS
Volume and drawdown are/are not within Design Requirements.

Casmer,, Jo
From: Casmer, Jo
Sent: Thursday, December 19, 2013 12:40 PM
To: 'thomas.walsh©nhrmc.org'; 'jtunstali©ntengineers.com'; 'Amy Norris'
Subject: North Corridor Emergency Department; Stormwater Permit SW8 131210
The Wilmington Regional Office of the Division of Energy,Mineral,and Land Resources (Stormwater Section)
received the Stormwater Permit Application and$505.00 fee on December 13,2013. Your project will be assigned
to a staff member and reviewed within 75 days of receipt. You will be notified if additional information is needed.
Please be advised that the construction of built-upon area may not commence until the Stormwater Permit is
issued.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
NC Department of Environment&Natural Resources
Division of Environmental Assistance&Customer Service
127 Cardinal Drive Extension
Wilmington,NC 28405
Phone: [phone]
Fax: [phone]
Email conesporndence to and from this address may be subject to the North Carolina Public Records law and may be disclosed to third
parties
1

VERIFY TH AUTHENTICITY OF TEM MULTI-TONSSECURITY DOCUMENT. CHECK BACKGROUND AREA CHANGER G Y TOP TO BaITOM,
�r 1ega.¢�a .i • aria -"— , ....M--"`". FROM •R
• 15 •. .1530 NC CHECK DATE CHECK NUMBER '
Ra YIEwCZi fll Cctitfo 4 ;
2� 1 - .,• 1.7 h S refit ... 12/10/13 759.973
llirlg:t`QgC 22 ' x ` CHECK AMOUNT
;I'�Y, F�ti .>• RIB .F] E DOLLARS AND`";�+ RO k�1VTS r' r' $505.00•.a
'VOID AFTER 90 DAYS
•
Pay to NCDENR DLR
•
• 1612 MAIL SERVICE CENTER ..,..,.•' " ` .
Orderof RALEIGH, NC 27699-1612
Author
11' 7599730 ':053000 L9Co: 2370 2 255433611'

Casmer, Jo
From: Amy Norris [[e-mail]]
Sent: Tuesday, December 17, 2013 9:49 AM
To: Sams, Dan; Law,Anthony W; 'Jim lannucci'; Casmer, Jo; 'Lorraine Furr
Cc: [e-mail]; 'Nancy Singleton'; 'Jody Bland'
Subject: North Corridor Emergency Department(N&T*13063)
Attachments: 151 scottshill medical dr.jpg; 151 scottshill medical dr.pdf;_Certification_.htm
To All,
We submitted permit applications to your attention last Friday, December 13th. The incorrect address was put on the
submittal letters and the applications. See below and attached for the official Address Designation issued today by New
Hanover County. We will use this new issued address on all future correspondence, plans and responses to permitting
agencies. Please forward this e-mail to whoever you assigned our project to within your agency.
Thanks,
Amy
Amy S. Norris I Office Manager/Administrative Assistant
Norris&Tunstall Consulting Engineers, P.C.
1127 Floral Parkway, Suite 400,Wilmington, NC 28403
910-343-9653(Ext. 212) 1 910-343-9604(F)
anorrisantengineers.com
**PLEASE NOTE: I will be on vacation Monday, December 23rd &Tuesday, December 24th. Our offices will
be closed Wednesday, December 25, 2013 through Wednesday, January 1, 2014 for Christmas & New Years.
We will reopen Thursday, January 2, 2014 at 8:00 AM. We wish everyone a Merry Christmas and Happy New
Year!
It is the professional opinion of Norris&Tunstall Consulting Engineers, P.C.and Norris, Kuske&Tunstall Consulting Engineers, Inc.
that this electronic information provides design information current as of the date of its release. It shall be the responsibility of the party
receiving the data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris&Tunstall Consulting Engineers, P.C.and Norris, Kuske&Tunstall Consulting Engineers, Inc. makes
no representations as to the usability or readability of documents resulting from the use of software application packages,operating
systems,or computer hardware differing from those used by Norris&Tunstall Consulting Engineers, P.C. and Norris, Kuske&Tunstall
Consulting Engineers, Inc. in the preparation of such data.
From: McDonnell, Dylan imailto:dmcdonnellc nhcgov.com]
Sent:Tuesday, December 17, 2013 9:09 AM
To: Andrea, Benjamin;Ayers, Renee; 'Batson,James'; Bernice Johnson; Bombolino, Gina; 'Borneman, Mike'; Bouffard,
Christine; 'Brill, Marion'; Burgess, Sam; Burnett, Crystal; 'Caudle, Kevin'; 'CFPUA Addressing'; 'Cochran,Teresa'; Cottle,
Debora; 'Coulter, Kathleen'; 'Craig,James'; Davis, Matt; 'Dayvault, Steve'; 'Dickson, Hank'; 'Donovan, Catherine'; DSC;
'Dykes, Bill'; Favreau, Linda A; 'Flaherty, Bob'; 'Floyd, Stephanie'; 'Fowler,Terry'; 'Furr, Lorraine'; Hall, Karen; Herring,
Gina; 'Herrmann, Alicia'; Holly Gupton; Honeycutt, Carol; 'Hupert, Peter; 'Jackson, Susan'; Jeffrey Andre
(jeffrey.a.andreOusps.gov); 'John, Robert'; Johnson, Chris; 'Jordan, Phoebe'; 'Lashey, Linda'; 'Manriquez, Ricardo';
Jauregui, Patty; 'McGowan, Lori'; 'Miller, Steven'; 'Moore, Glenn'; Morgan, Diane; paulanintracoastalrealty.com; Petty,
Christina; 'Pintech (Puckett, Liz)'; 'Potter, Loria'; Renee Ayers; 'Robbins, Harry'; Sharon Harp; Sholar, Sarah; 'Styers,
Frank';Terrell, Sharon; Timpy, Cathy; Vafier, Ken; 'Weeks,Jane; 'White, Donna'; Whitley,Andy; Williams-Rowland,
Jackie; 'Wilson, Edwina'
Cc: 'Amy Norris'; '[e-mail]'
Subject: New Address: North Corridor Emergency Department: 151 Scotts Hill Medical Dr.
New Address for the North Corridor Emergency Department.
151 Scotts Hill Medical Dr.
1

PID: R02900-002-067-000
Name& Range:Scotts Hill Medical Dr: 100-151
Zip: 28411
Dylan McDonnell I Planning Specialist
Planning &Inspections - Planning & Zoning I New Hanover County
230 Government Center Drive, Suite 110
Wilmington, NC 28403
[phone] p I [phone] f
No virus found in this message.
Checked by AVG- www.avg.com
Version: 2014.0.4259/Virus Database: 3658/6927 -Release Date: 12/17/13
2

Completeness Review Checklist 61'4 .. 3-15-ly
Project Name: Np Y Received Date: 63 DEC 0 1 3
Q.ttA ea to FL �.mFR�cJui.� d/�' Q�
Project Location: -Ion /A!N Co Accepted Date: �o
Rule(s) 111 008 Coastal 01995 1995 Coastal ral Phase II WIRO DUniversal 1988 Coastal
Type of Permit: I.Vev► or Mod or PR Existing Permit#(Mod or PR): ( 3121 et i_PE Cert on File?
Density: �s)) or LD Type: Corr er -ial or Residential NCG:
%: 3i. �(%OK?) Stream Class: 5 A j Ikot .1 ®SA Map ®Offsite to SW8
--SUbdi ided?: Subdivi i I€L _ � pORW Map I Exempt
Paperwork Emailed Engineer on:
'ir- upplement(s) (1 original per BMP) BMP Type(s): t,n�,1 • Qn 1 14, S hy,rry, t4,/0 Dt4c14
M with correct/original signatures(1 original per BMP except LS/VFS and swales)
MA-Pplication with correct/original signatures 4file IMP
�_.. or or LLC: Sig.Auth. per SoS or letter��C p e p Email Address: Design Engineer
205 (within 6mo) ,Email Address: Owner
[ ils Report with SHWT [x '‘ •eN4v `t`c'r vo 0 Note to) Reviewer:
rgealculations(signed/sealed) `ems its oun T?
FIN°obvious errors
L_'Density includes common areas,etc
deed Restrictions, if subdivided:
Signed&Notarized
hn Correct Template(Comm/Res&HD/LD) or Dec.Covenants& Rest.
Mans
•i Sets _ __��Details(roads,cul-de-sacs,curbs,sidewalks,BMPs, Buildings,etc)
rjGrading I( Wetlands: Delineated or No Wetlands
Vicinity Map •Layout(proposed BUA dimensions)
0Legend 1 IDA Maps II ilProject Boundaries
Infiltration Wet Pond Offsite
Soils Report t�jSoils Report OPE Cert for Master Lot#:
��.6 SHWT: SHWT: CilDeed Rest for Master
Bottom: ap,b II
PP: BUA Permitted (Master): i Lot#Matches Master
sf
Visited:v'U./q /13 BUA Proposed (Offsite): sf
Additional Information:
Permitted Proposed: Proposed: Proposed:
BUA(sf)
DA(sf)
PP(el)
SHWT(el)
Depth (ft)
SA(sf) 1

STORMWATER SUBMITTAL REQUIREMENTS
INFILTRATION/EXFILTRATION SYSTEMS
Basins and Trench
I. Objective .
- ie Collect all runoff from all BUA(proposed and/or existing and/or offsite)as the case may be,
by any means including piping or males, and direct it to the infiltration system.
✓I. Check the proposed basin/ trench design to make sure it meets or exceeds the minimum
design criteria for design storm, volume and drawdown.
11 W4/� infiltr .
-A. Two sets of sealed, signed & dated layout&grading plans with appropriate details.
..8' Completed application with supplement(s), SWU-101, SW401-Infiltration Trench, SW401-
Infiltration Basin, and inspection and maintenance agreements.
C Deed restriction document, if applicable. (subdivisions & projects with out parcels)
Sealed, signed & dated calculations.
. A soils report containing information in regard to the soil type,boring locations,seasonal high
water table elevation and expected infiltration rate.
eF- Chlorides test results must be provided if the project is within%mile of SR waters(Phase II).
(This is only required to test out of SR water treatment requirements)
III. BIMS entry(for DWQ use only)
Enter&track application acknowledged date, review date,add info requested/received dates,permit
issue dates,and drainage area info. Best done after the add info letter is written and before sending
permit up for signature.
IV. Shell documents (for DWQ use only)
Permit shells: s:\wqs\stormwater\shell\shighcominbasin
S:lwgs\stormwater\shel Is\highcomintrench
s:\wgs\stormwater\shells\highsubi nbasin
s:/wqs\stormwater\s hells\hig hsu b i ntrench
Calculations: s:\wgs\stormwater\excel spreadsheets\inbasin
s:\wqs\stormwater\excel spreadsheets\intrench
V. Review Procedure-look for consistency between the various elements of the package-application,
plan and calculations.
A. APPLICATION
.-T. Original signatures are required. Photocopied signatures cannot be accepted.
A completed infiltration basin or infiltration trench supplement, one for each proposed
system. A signed, dated and notarized Inspection and Maintenance Agreement for
each proposed system with an original signature.
i2 The elevations, areas and volumes reported on the supplement match up to the
numbers used in the calculations and shown on the plan details.
1.4-
Built-upon areas are reported in square feet in Section 111.6.
L.B Receiving stream name and classification.
fa, ! Section 111.6 is filled in-cannot be left blank. One column must be filled in for each
0proposed infiltration basin or trench.
If the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly(capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the partnership, a member in a
member-managed LLC, or the manager of a manager-managed LLC. Need
documentation to support if the Articles of Incorporation do not list the members or
managers of the LLC. If an agent signs,then a letter of authorization is needed from the
president,vice president, general partner, member or manager._
Al:" For subdivided projects, a signed and notarized deed restriction statement must be
provided.
vgr Soils report with the SHWT, Soil type and expected infiltration rate.

Infiltration Basin &Trench, cont.
B. CALCULATIONS
c.1! The basin or trench must draw down within 5 days.Spray irrigation is not acceptable as
the sole means of drawdown.
1.2' The design storm is 1.5" if the project is subject to Phase II or is sited within 1/2 mile of
and draining to SA waters. The design storm for projects subject to Phase II sited
within 1/2 mile of and draining to SR waters must treat the difference between the pre
and post development conditions for the 1-yr 24-hr storm. Otherwise, use 1" design
storm.
Report the bottom surface area.
urfa a ea at the overflow elevation.
Show the calculation for the minimum required volume.
Provide a table of elevations,areas, incremental volumes and accumulated volumes to
demonstrate that the minimum required volume has been provided.
v7' Calculations are signed, sealed &dated.
Report the Drainage Area and Built-upon area for each basin or trench.
_AS.- The seasonal high water table must be at least 24" below the proposed bottom
elevation of the system. For Phase II projects, at least 12" of this must be in naturally
occurring soils.
All runoff in excess of the design storm must bypass to a vegetated filter prior to
entering the basin or trench. If the system is designed to store a larger design storm
(generally 2-3 times the minimum),the requirement for an offline bypass can be waived.
Please contact the Division to determine what design storm is appropriate for the
project.

Infiltration Basin &Trench, cont.
C. PLANS - Plan sheets should be kept to a minimum. For small commercial single basin
projects, the plan set could consist of only 2 or 3 sheets, layout, grading and details. For
larger projects,show as much information as possible on as few sheets as possible,without
cluttering them up.
U'. Development/Project Name
Engineer name and firm.
Legend
jr:11 North Arrow
dIV-0 Location Map with nearest intersection of two major roads shown. Major road is any 1,
2, or 3 digit NC, US or interstate highway.
✓6/ Scale-standard engineering scale, no off-the-wall stuff.
�7. Date
vT Revision number and date, if applicable.
Originalpontours;proposed contours, spot elevations, finished floor elevations, pipe
inverts, swale inverts-etc.
Existing drainage(piping,swales,ditches,ponds,etc.), including off-site. Include a map
delineating the offsite drainage areas.
rapt' Property/Project boundary lines, bearing & distances.
dY Mean High Water Line or Normal High Water Line, if applicable.
Drainage easement locations shown on the plans along with their width.
No �e✓e/6 �,�, Wetlands delineated, or a note on the plans that none exist. Provide a copy of the
P wetlands delineation map signed by the Corps of Engineers, or have the applicant
nee,r we4/4.,4/. include a copy of the unsigned delineation map submitted to the Corps. Infiltration
systems may not be located in wetlands unless a permit to fill those wetlands has been
jobtained and the soils meet the SHWT and hydraulic conductivity requirements.
Details for the roads,parking,cul-de-sacs,including sidewalk width,radii,dimensions&
slopes.
J1.6!Apartment/Condo development- provide a typical building footprint with dimensions,
0.7�and note all concrete and wood deck areas.
The drainage area for each basin or trench is clearly delineated and numbered to match
up to the calculations and supplement. Drainage area delineation is best done as a
separate plan sheet.
A basin section detail showing bottom and storage elevations,311-side slopes.The side
slopes of an infiltration basin are not restricted to vegetation. They may be hardened
with rock, timber, concrete, decorative brick, etc.
A trench section detail with the perforated pipe diameter, filter fabric wrapped around
the pipe and around the trench, trench height and width, rock fill type.
/2.0".. If using a pre-fab chamber structure, provide details of the chamber,including model#,
/length,width, chamber volume and number of chambers being used.
)11• A bypass structure detail is provided showing a trash rack with 5.6" square openings,
and the necessary bypass weir or pipe elevation. Several types of bypass structure
designs are acceptable.
22. Dimensions for each line and arc formed by the bottom contour of an infiltration basin.
(4,2,2re, All runoff in excess of the design storm must pass through a vegetated filter prior to
i being discharged into the receiving stream. The filter must be 50' long for SA waters
2and 30' long for non-SA waters.
4. All infiltration systems must be located at least 50'from the MHW line of surface waters.
,J25. Vegetation is specified for basin slopes not being hardened.Weeping Love Grass is not
suitable as a permanent vegetated cover for side slopes.
t)rzAll roof drainage must be directed to the system. Show the roof drain collection piping
on the plans. This is especially necessary for projects where the buildings back up the
property lines where roof drainage may leave the site prior to going through the system.
�'l Monitoring wells may be required on a case-by-case basis.

North Carolina Secretary of State Page 1 of 1
SCA!','NED
1 bp':5North Carolina
/ -- Ei8ifie F #ors on
DEPARTMENT OF THE
SecfetBly SECRETARY OF STATE
PO Box 2r,622 Ra16 ,NC 27626.8622' (919)807.2 O
Account Login Register
Date: 12/11/2013
Click here to:
View Document Filings I
PC, PLLC, LP and Non-Profit entities are not required to file annual reports.
Corporation Names
Name Name Type
NC NEW HANOVER REGIONAL LEGAL
MEDICAL CENTER
NC NEW HANOVER REGIONAL CSL LEGAL
MEDICAL CENTER
NC NEW HANOVER MEMORIAL PREY LEGAL
HOSPITAL, INC.
Non-Profit Corporation Information
SOSID: 0102595
Status: Current-Active
Effective Date: 5/26/1967
Citizenship: DOMESTIC
State of Inc.: NC
Duration: PERPETUAL
Registered Agent
Agent Name: BARTO,JOHN K, JR
Office Address: 2131 S. 17TH STREET
WILMINGTON NC 28401
Mailing Address: PO BOX 9000
WILMINGTON NC 28402-9000
Principal Office
Office Address: NO ADDRESS
Mailing Address: 2131 S. 17TH STREET
WILMINGTON NC 28401
Officers
This website is provided to the public as a part of the Secretary of State Knowledge Base(SOSKB)system.Version:
2053
DEC 13 2013 1)
http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=4605017 12/11/2013

SOSID:0102595
, Date Filed: 3/26/2004 8:38:00 AM
Elaine F.Marshall
STATE OF NORTH CAROLINA North Carolina Secretary of State
DEPARTMENT OF THE SECRETARY OF STATE C200408300204
STATEMENT OF CHANGE OF REGISTERED
OFFICE AND/OR REGISTERED AGENT
Pursuant to §55D-31 of the General Statutes of North Carolina, the undersigned entity submits the following for the purpose of
changing its registered office and/or registered agent in the State of North Carolina.
INFORMATION CURRENTLY ON FILE
The name of the entity is:NEW HANOVER REGIONAL MEDICAL CENTER
Entity Type:❑Corporation,❑Foreign Corporation,®Nonprofit Corporation,❑Fomagn Nonprofit Corporation,
❑Limited Liability Company,['Foreign Limited Liability Company❑Limited Partnership,❑Foreign Limited Partnership,
°Limited Liability Partnership,❑Foreign Limited Liability Partnership
The street address and county of the entity's registered office currently on file is:
Number and Street: 2131 South 17th Street
City,State,Zip Code: Wilmington,NC 28401 County: New Hanover
The mailing address deferent from:the street address of the registered office currently on file is:
PO Box 9000, Wilmington, NC 28402-9000
The name of the current registered agent is: RICHARD L.MYERS -
NEW INFORMATION I
1. The street address and county of the new registered office of the entity is:
(complete this item only if the address of the registered office is being changed)
Number and Street:
City,State,Zip Code:
County:
2. The mailing address if different front the street address of the new registered office is:
(complete this item only if the address of the registered office is being changed)
3. The name of the new registered agent and the new agent's consent to appointment appears below:
(complete this item only if the name of the registered agent is being ch'lath
JOHN K.BARTO.JR. ,President/CEO
Type or Print Name of New Agent ,Si &Title
4. The address of the entity's registered office and the address of the business office of its registered agent,as changed,
will be identical.
5. This statement will be effective upon filing,unless a date and/or time is specified:
This is the I"t ray of March,2004. HANOVER GIONAL MEDICAL CENTER
Name
Si e441%
J K.BARTO,JR..P SIDENTie
Type or Print Name,. '
Notes: Filing fee is MOO. This document must be filed with the Secretary of State. C: 1
6�m
CORPORATIONS DIVISION P.O.BOX 29622 R ,�NC 2762
Revised January 2002 ' F E-06
- — - -

c SC:Atl;\;ED@tkai
^i \NMENNIONI
200/0353I
FOR REGISTRATION REGISTER OF DEEDS NEWRH,4NOVER CO P. UNTY. NC
BK.5207 PG: 11 1314 FEE:PMNC REV STAIF:$10,200$00.Q0
liter # 2007035316
Prepared by and Return to: Marshall, Williams & Gorham, LLP
PART OF: R02900-002-004-000
Anthony A.Saffo R02900-002-008-006
SAFFO LAW FIRM,P.C. R02900-002-002-000
1508 Military Cutoff Road,Suite 203 TAX PARCEL NO: R02900-002-003-000
Wilmington,NC 28403 R02900-002-065-000
The attorney preparing this instrument has made no record search or title examination as to the property herein described
unless the same is shown by his written signed opinion.
STATE OF NORTH CAROLINA
WARRANTY DEED
COUNTY OF NEW HANOVER
STAMPS$ 10,200.00 *111-2 Brief Description for Index: Tract 2B,Scotts Hill Village _
THIS DEED,made this 5th day of July ,2007 by and between SENCA PROPERTIES,
LLC, a North Carolina limited liability company, GRANTOR and NEW HANOVER REGIONAL
MEDICAL CENTER, a North Carolina non-profit corporation, whose address is: 2131 South 17th
Street, Wilmington, NC 28402 ,GRANTEE;
WITNESSETH:
THAT the said GRANTOR, for and in consideration of the sum of TEN DOLLARS ($10.00)and
other valuable considerations to it in hand paid by GRANTEE, the receipt of which is hereby
acknowledged, has granted, bargained, sold, and conveyed, and by these presents does hereby grant,
bargain, sell, and convey unto the said GRANTEE,its successors and assigns,the property lying and being
in New Hanover County,North Carolina,("Subject Property")and more particularly described as follows:
BEING ALL of that certain property as more particularly described in attached Exhitit "A"
incorporated herein by reference.
TO HAVE AND TO HOLD the Subject Property and all privileges and appurtenangew
belonging to the GRANTEE,in fee simple.
AND the said GRANTOR, for itself, its successors and assigns, doesfant to�and iifit th
said GRANTEE, its successors and assigns, that it is seized in fee of said premises and that it has good

right to convey the same; that the title is marketable and free and clear from any and all encumbrances,
except as set forth herein; and that it will, and its successors and assigns shall, WARRANT AND
DEFEND the title to the same against the lawful claims and demands of any and all persons whomsoever.
IN TESTIMONY WHEREOF, the said GRANTOR has caused this Deed to be signed and sealed,
all on the day and year first above written.
SENCA PROPERTIES, LLC, a North Carolina
limited liability company.
By: (SEAL)
, anager
STATE OF NORTH CAROLINA
COUNTY OF
I, the undersigned, a Notary Public for said County and State, do hereby certify that
//denfote..&ozidd/7.4: personally appeared before me this day and acknowledged the due
execution of the foregoing instrument in his/her capacity as Member/Manager of SENCA
PROPERTIES,LLC,a North Carolina limited liability company.
ess my hand and official seal,this ?day of ,2007.
3 q,-
�• ••.P U B�"'' tary PublicS. 4,41,f1.1q
1b1�7 L'on fission Expires:
Z:\WP_BRYAN+Client Matters\SENCA DEED PREP\Warranty Deed Medical Center.doc
2

EXHIBIT"A"
BEING ALL of Tract 2B,consisting of approximately 26.94 acres more or less,as the same is shown and described on a
map entitled Recombination Plat, SCOTTS HILL VILLAGE, Tract 2B & Access Revisions, prepared by Hanover
Design Services, P.A. and recorded in Map Book 51 , Page 293 , of the New Hanover County
Registry,reference to which is made for a more particular description.
TOGETHER WITH a non-exclusive easement for access,ingress,egress and regress,and for the installation,repair and
maintenance of utilities, on, over, upon, under, and through those certain roadways labeled as 60' Access No. 1
PRIVATE as shown on the map recorded in Map Book 51 ,Page 293 ,of the New Hanover County
Registry.
SUBJECT TO the following exceptions:
Notwithstanding the foregoing,the warranties herein recited are subject to:
1. A 20' landscape easement running along the southeastern boundary line of TRACT 2B.
2. 30'private access and utility easement.
3. 30'utility easement to Progress Energy.
All of which are shown on the map recorded in Map Book 51 , Page 293 , of the New
Hanover County Registry;and
4. Connnunication Systems right of way and easement agreement to AT&T Communications, Inc.
recorded in Book 1428,Page 1308,of the New Hanover County Registry;and
5. Easement to Carolina Power and Light Company recorded in Book 589, Page 423, of the New
Hanover County Registry;and
6. Easement to Tidewater Power Company recorded in Book 278, Page 115, of the New Hanover
County Registry;and
7. Right of Way to BellSouth recorded in Book 1602, Page 1176, of the New Hanover County
Registry;and
8. Consent Judgment to the N.C. Department of Transportation recorded in Book 3738, Page 358,of
the New Hanover County Registry;and
9. Easement to BellSouth recorded in Book 1625, Page 1853, of the New Hanover County Registry
and rerecorded in Book 1628,at Page 1858,of the New Hanover County Registry;and
10. Ad valorem property taxes for the year 2007;and
11. Applicable zoning,subdivision and land use ordinances.
3

7(cje-.
4� - 4
i 4,%\,. n
fikce i. n
3.\
w
\\ ,‘,„
A$i1Sii0jl
REBECCA P. SMITH
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
Filed For Registration: 07/13/2007 01:59:31 PM
Book: RE 5207 Page: 1311-1314
Document No.: 2007035316
DEED 4 PGS $20.00
NC REAL ESTATE EXCISE TAX: $10,200.00
Recorder: PHELPS, MICAH
State of North Carolina,County of New Hanover
YELLOW PROBATE SHEET IS A VITAL PART OF YOUR RECORDED DOCUMENT.
PLEASE RETAIN WITH ORIGINAL DOCUMENT AND SUBMIT FOR RE-RECORDING.
16 *
2007035316

. .,, l'-' 61/)...3
A
s T E A R T November 18, 2013
Ms. Christina Maroulis-011ie
New Hanover Regional Medical Center
2131 South 17th Street
Wilmington, NC 28401
Re: Addendum 1 - Infiltration Rates
NHRMC North Corridor Emergency Department
Scotts Hill Medical Drive
Wilmington, North Carolina
Dear Ms. 011ie.
Stewart has completed the infiltration testing for the above reference project. The
intent of this work is to provide in-situ soil infiltration data to be used in siting and
designing one or more onsite BMPs.
This addendum describes the testing performed and resulting data, which shall
serve as a supplement to our Geotechnical Engineering Report issued on November
8, 2013.
Fieldwork
Infiltration testing was performed at the site using a Guelph Permeameter, which is
a field testing device that measures the in-situ, steady-state rate of water recharge
under a constant-head condition. A total of six infiltration tests were performed at
the approximate locations identified by Norris &Tunstall Consulting Engineers, P.C.
(see attached Figure A1.1). The infiltration tests were performed in 6 cm diameter
hand auger borings extending to depths ranging from 18 to 26 inches below the
existing grade. The results of the infiltration tests are shown in Table 1.
Location
Test Depth, Infiltration Depth to
in. Rate, in./hr SHWT, ft
I-1 24 9.1 > 7
I-2 26 7.9 > 7
I-3 24 18.2 > 7
I-4 24 16.6 > 7
I-5 24 1.2 > 7
I-6 18 1.8 i 3.5
itkEGFIVe
I. DEC 13 2013
STRONGER BY DESIGN 2201 BRENTWOOD RD RALEIGH,NC T 919.380.8750
SUITE 105 27604 F 919.896.6886

v
`_
In addition to the infiltration test hole, a hand auger boring was advanced to 7 feet
S T E WA R T below the existing grade at each test location. The soil conditions and stratification
are illustrated on the attached hand auger boring logs. The soils were generally
found to be well-graded SAND with silt (SW-SM), with the following exceptions that
should be taken into account during BMP design:
• I-4 encountered a FAT CLAY (CH) layer at 6.6 feet below the existing grade.
The sand directly above this clay layer exhibited slight mottling, which is
indicative of water fluctuation. However, given the depth of the ground
water during the deeper exploration in the proposed building footprint, we
expect that the mottling is associated with infiltrating water perching on top
of the clay rather than fluctuation of the groundwater table.
• The soil profile at I-6 consists of organic sands to a depth of 24 inches.
Furthermore, groundwater was encountered at a depth of 5.3 feet below the
existing ground surface. Mottling typical of the seasonal high water table
(SHWT) was encountered at a depth of 3.5 feet below the current grade.
We trust that the information herein is responsive to the needs of the designer
team and welcome their call if questions arise.
Respectfully,
STEWART
1117/A --
Don Brown, PE
Manager of Construction Services
attachments: Infiltration Test Location Diagram
Hand Auger Boring Logs
2

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•' HAND AUGER BORING 1-01
PAGE 1 OF 1
STEWART
CLIENT NEW HANOVER REGIONAL MEDICAL CENTER PROJECT NAME NORTH CORRIDOR EMERGENCY DEPARTMENT
PROJECT NUMBER F13012.00 LOCATION WILMINGTON,NC
DATE 11/15/13 LOGGED BY D.BROWN NOTES:
ELEVATIONS INTERPOLATED FROM THE PROVIDED TOPOGRAPHIC
GROUND ELEVATION 21 ft BORING DEPTH 7 ft SURVEY AND SHOULD BE CONSIDERED APPROXIMATE.
0-HR GWL DRY STAB.GWL
ATTERBERG
LIMITS
Z
U MATERIAL DESCRIPTION Q [Aw w o H x w
a. J inZ co
"St
w0 �>- OO C2 .JO zO
w O O JJ a? U.
TOPSOIL
OL
0
.• BROWN,SAND-MOIST 20.4
COLOR GRADES TO TAN AT-1.2 FEET
SW;
SM
fi0
•� YELLOW-TAN,FINE SAND-MOIST 15.0
SW;
SM • COLOR GRADES TO BROWN-TAN AT-6.5 FEET.
70 ' ' 14.0
HAND AUGER BORING TERMINATED

HAND AUGER BORING 1-02
i,.,At PAGE 1 OF 1
STEWART
CLIENT NEW HANOVER REGIONAL MEDICAL CENTER PROJECT NAME NORTH CORRIDOR EMERGENCY DEPARTMENT
PROJECT NUMBER F13012.00 LOCATION WILMINGTON,NC
DATE 11/15/13 LOGGED BY D,BROWN NOTES:
ELEVATIONS INTERPOLATED FROM THE PROVIDED TOPOGRAPHIC
GROUND ELEVATION 24 ft BORING DEPTH 7 ft SURVEY AND SHOULD BE CONSIDERED APPROXIMATE.
0-HR GWL DRY STAB.GWL
ATTERBERG
LIMITS
Z o >- o
= p MATERIAL DESCRIPTION i D z U_ Z
d U�ca
j u) O I X V)H
o �� oo cry go zo
W C) JJ ELF_ u.
0 2 OL :1;1;1 TOPSOIL 23.8
BROWN-TAN,SAND-MOIST
COLOR GRADES TO BLACK AT-1 FEET. -
COLOR GRADES TO TAN AT-1.8 FEET.
-
-Sw:
SM
n
17.0
HAND AUGER BORING TERMINATED

HAND AUGER BORING 1-03 I
PAGE 1 OF 1
STEWART
CLIENT NEW HANOVER REGIONAL MEDICAL CENTER PROJECT NAME NORTH CORRIDOR EMERGENCY DEPARTMENT
PROJECT NUMBER F13012.00 LOCATION WILMINGTON,NC
DATE 11/15/13 LOGGED BY D.BROWN NOTES:
ELEVATIONS INTERPOLATED FROM THE PROVIDED TOPOGRAPHIC
GROUND ELEVATION 24 ft BORING DEPTH 7 ft SURVEY AND SHOULD BE CONSIDERED APPROXIMATE.
0-HR GWL DRY STAB.GWL
ATTERBERG
LIMITS
W= } I
I—
= MATERIAL DESCRIPTION D Z Uco co x bo
z
La02 W "� �Z O~ ¢¢W WZ
❑ �m OO Cs� J0 zo
W ( �U JJ a? mac)
0 9 OL ;I:I:I TOPSOIL
23.8
TAN,SAND-MOIST
COLOR GRADES TO ORANGE-BROWN AT-3 FEET —
- SW' —
SM'.+
7 0 17.0 _
HAND AUGER BORING TERMINATED

HAND AUGER BORING 1-04
PAGE 1 OF 1
STEWART
CLIENT NEW HANOVER REGIONAL MEDICAL CENTER PROJECT NAME NORTH CORRIDOR EMERGENCY DEPARTMENT
PROJECT NUMBER F13012.00 LOCATION WILMINGTON,NC
DATE 10/23/13 LOGGED BY D.BROWN NOTES:
ELEVATIONS INTERPOLATED FROM THE PROVIDED TOPOGRAPHIC
GROUND ELEVATION 24 ft BORING DEPTH 7 ft SURVEY AND SHOULD BE CONSIDERED APPROXIMATE.
0-HR GWL DRY STAB.GWL DRY
ATTERBERG
a LIMITS
Z Wo
p MATERIAL DESCRIPTION p z U z
CO
a.. X co
U2 < c~nz 5H cT 0 ~/)W Luz
0 �>- OO 0M O zO
W 0 2U JJ O Z u_U
0 7 OL 11;111 TOPSOIL 23.8
. TAN AND ORANGE,SAND-MOIST
•
SW
—SM;•
SLIGHT MOTTLING BELOW—3.5 FEET
R —17.4
GRAY AND ORANGE,SILTY FAT CLAY-MOIST
7nCHA 17.0
HAND AUGER BORING TERMINATED

HAND AUGER BORING 1-05
PAGE 1 OF 1
STEWART
CLIENT NEW HANOVER REGIONAL MEDICAL CENTER PROJECT NAME NORTH CORRIDOR EMERGENCY DEPARTMENT
PROJECT NUMBER F13012.00 LOCATION WILMINGTON. NC
DATE 11/15/13 LOGGED BY D.BROWN NOTES:
GROUND ELEVATION 25 ft BORING DEPTH 7 ft ELEVATIONS INTERPOLATED FROM THE PROVIDED TOPOGRAPHIC
SURVEY AND SHOULD BE CONSIDERED APPROXIMATE.
0-HR GWL DRY STAB.GWL
ATTERBERG
$ LIMITS
Z
W
p MATERIAL DESCRIPTION p D Z (7) Z
a.W 02 �~ ,co WZ
mcn OO 0M �O ZO
o
W 0 20 JJ a_ tiU
n 2 OL.j1;11 f TOPSOIL 24.8
ORANGE-TAN,SAND-MOIST
—Sw; —
SM
sn
`• LIGHT TAN,FINE SAND-MOIST 19.0
SW;
SM
7 n • • 18.0
HAND AUGER BORING TERMINATED

HAND AUGER BORING 1-06
PAGE 1 OF 1
STEWART
CLIENT NEW HANOVER REGIONAL MEDICAL CENTER PROJECT NAME NORTH CORRIDOR EMERGENCY DEPARTMENT
PROJECT NUMBER F13012.00 LOCATION WILMINGTON,NC
DATE 11/15/13 LOGGED BY D.BROWN NOTES:
ELEVATIONS INTERPOLATED FROM THE PROVIDED TOPOGRAPHIC
GROUND ELEVATION 14 ft BORING DEPTH 7 ft SURVEY AND SHOULD BE CONSIDERED APPROXIMATE.STABILIZED
0-HR GWL 5.3 ft STAB.GWL 5.3 ft GW READING TAKEN 2.75 HOURS AFTER AUGERING.
ATTERBERG
LIMITS
MATERIAL DESCRIPTION F D Z cr.) Wz
a U2 > J ~n~ O� c~i)W W
00 d� g0 ZO
0 CO LA U' U rim n LLU
j i TOPSOIL
OLe1;
0s` iei
— 13.4
BLACK,ORGANIC SAND-MOIST
SM;;.'....:;
n `; 12.0
BROWN-TAN,SAND-MOIST
• COLOR GRADES TO LIGHT TAN AT-3.5 FEET.
_SW�
SM • COLOR GRADES TO GRAY-TAN AT-4.5 FEET.
7 0 'e 7.0
HAND AUGER BORING TERMINATED

NORRIS & TUNSTALL
�---- CONSULTING ENGINEERS RC.
1127 Floral Parkway 1429 Ash-Little River Road
Suite 400 Ash,NC 28420
Wilmington,NC 28403 [phone]
[phone] [phone] Fax
[phone] Fax
John S.Tunstall,P.E. J.Phillip Norris,P.E.
December 12, 2013
Ms. Jo Casmer
NC DENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: State Stormwater Permit Submittal
North Corridor Emergency Department
9110 Market Street
Wilmington, NC
N&T Project No. 13063
Dear Ms. Casmer:
Enclosed are two (2) sets of plans for the above referenced project, which include the
drainage area plans, one (1) set of calculations, one (1) copy of the Stormwater
Narrative, one (1) USGS map, one (1) copy of the soils / infiltration system report, one
(1) copy of the deed, one (1) copy of the Articles of Organization, the original
Stormwater Management Permit application, the original Infiltration Basin Supplement
form (Drainage Area #1), the original Infiltration Basin Operation and Maintenance
Agreement (Drainage Area #1) and a $505.00 check for the permit review fee. Please
note that we met Vincent Lewis (NC DENR) onsite Monday, December 9, 2013 and he
confirmed all the Seasonal High Water Tables.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS & TUNSTALL
CONSULTING ENGINEERS, P.C.
1110
E
Jo S. Tunstall, P. E. RECD DEC 1 3 2013
JST/asn 1306312-12-13-s-sw-Itr E C E 1 V E
Enclosures DEC 13 2013 I)
cc: Christina Maroulis-011ie / NHRMC
Calvin Jones/ NHRMC BY: -- .__u
Steve Triggiano/ BBH Design
NCBELS License C-3641

DIVISION of WATER QUALITY
INFILTRATION SYSTEM !N►_►ESTIGAT`IOi
N3 T 413063
Complete and email this form to Vincent Lewnerromail.net. tither"am mom than 7 areas to be tested,
attach a second sheet
Sate Soil Scientist Confirmation Visit date/time: /V lJ 'if .e3 *
Project Name: Freestanding Emeronicv Department ..NHRMC
County: New Hanover
Street Address: NHRMC Tract
Directions from the nearest intersection of'two major roads: From Porters Neck
Rd., travel NE -1.4 miles. keeping right at the fork and t'e ilo yang signs for US 17:N.
Marne onto U.S 17 and the site will be on the right.
>1 acre being dfstufbed7 ®YES DNO CAMA, inkier or required? OYES EDtO
Consultant Name: John S. Tunstall. P.E. Phone: 9/0-343-9g53
Consultant Firm Name: Norris & Tun ii Consulti En ine
»trmlr 3 s 8161i
a) F tinj Ground Elevation 21 24 24 24 25 14
bj Proposed Bottom Elevation
c;) Difference (a minus b)
d)Add 2 ft. ( flirt:. Bore Depth) . — ,
e l) Ha part ► _. '' - - .
5HV►tT 74' 17' 17 '17 18 ;1.5' i
g . lowest bottom elev. NIA N/A NIA _' N/A A . N/A
bj infiltration ate OK?* 9.1 7.9 18.2 16.8 1.2
E I?Confirmation of SHWT* ' 4. , fie 6 3 '': VI" 14'
For projects requiring more than 5 tad borings, manpoweror equipment to
conduct the excavation must be provided by the consultant:
*State Soil Scientist Use ONLY
Comments ,So,/ / q/v/c .Sahl or kg PT- Sa ./
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested.Site plans should
be emailed or hand-delivered only.. illegible faxed maps will not be ace epted.
Al!proposed infiltration areas and existing, active utility lines located within the proposed
basin/bench must be marked awl Pegged if these areas are not Nagged,the Soils Scientist
reserves the right to decline to do the investrgatkon. if the proposed infabation system will be
located in an area of existing pavement and there is no open area ray. equipment capable of
breakkrg through the lows le r must be provided The soils investigabon does not take
the place of a soils repeat by en appropriate professional The Soils Scientist wit only
verify the soil conditk its that are reported in the Soils Report, and make a determination as to
the suitabrfity of the site to meet the infiltration design requirements pier NCAC 211.1000, and
acmes no ley should the system fl.,
S: WCIMSTORMWATER\FORMSlinfi o site visit Revised 3108

i
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•
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.
•
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4
•
•
•
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•
•
•
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•
•
•

STEWART
November�e, 2tt13
Ms. Christine titaroulis-011ie
New Hanover Regional Medical Center
2131 South 17th Street
Witmmingtcn, NC 28401
Rot $1tki n• tp 1. — Infiltration Pates
NHRi4C North Corridor Emergency Department
Scotts Hilt Medical Drive
Wilmington, North Carolina
pear Ms. 011ie,
Stewart has completed the Infiltration testing for the above reference project. The
intent of this work is to provide in-situ soil Infiltration data to be used in siting and
designing one or more onsite 8MPs.
This addendum describes the testing performed and resulting data, which shall
serve as a suppleMent to our Geotechnical Engineering Report issued on November
8, 2013.
field
Infiltration testing was performed at the site using a Guelph Permearter,which is
a field testing device that Measures the in-situ,Steady-state rate of water recharge
under a constant-head condition. A total of six infiltration tests were performed at
the approximate locations Identified by Norris&TU-nstati Consulting Engineers, P.G.
(see attached Figure A1.1), The infiltration tests were performed In 6 cm diameter
hand Huger borings extending to depths ranging from 18 to 26 inches below the
existing grade,The results of the Infiltration tests are shown in Table 1.
Test Depth, Infiltration Depth to
Location
In. Rate,ln./hr SHWT,ft
1-1 24 9..i ...__.>7
1-2 26 7.9 > 7
1-3 24 18.2 > 7
1-4 24 16.6 >7
t�S 24 1.2 > 7
1-6 1.8 1.8. 3.5
STRONGER Or DIESIGH 2201 BffHTWOOD RD RAIEIGH.14C T 919. n.8750
sun*105 ?7bOd P 914.896,6684

AP!
STEWART In addition to the infiltration test hole,a hand auger boring was advanced to 7 feet
below the existing grade at each test location.The soil conditions and stratification
are illustrated on the attached hand auger boring logs. The soils were generally
found to be well-graded SAND with silt(5W-SM), with the following exceptions that
Should be taken into account during BMP design:
• I.4 encountered a FAT CLAY(CH)layer at 6.6 feet below the existing grade.
The sand directly above this clay layer exhibited slight mottling,which is
indicative of water fluctuation. However,given the depth of the ground
water during the deeper exploration in the proposed building footprint, we
expect that the mottling is associated with infiltrating water perching on top
of the clay rather than fluctuation of the groundwater table.
• The soil profile at I-6 consists of organic sands to a depth of 24 inches.
Furthermore, groundwater was encountered at a depth of 5.3 feet below the
existing ground surface. Mottling typical of the sebsonal high water table
(SHWT)was encountered at a depth of 3.5 feet below the current grade.
We trust that the Information herein is responsive to the needs of the designer
team and welcome their call if questions arise.
Respectfully,
STEWART
Don Brown, PE
Manager of Construction Services
attachments: Infiltration Test Location Diagram
Hand Auger Boring Logs
2

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STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
NORTH CORRIDOR EMERGENCY DEPARTMENT
9110 Market Street
Wilmington, North Carolina
For
New Hanover Regional Medical Center
2131 S. 17th Street
Wilmington, NC 28402
[phone]
11j UII I111Bg444
1
SEAL �r:may,
3 i 19851(1
December 2013
Prepared by:
NORRIS &TUNSTALL CONSULTING ENGINEERS, P.C.
1127 Floral Parkway, Suite 400
Wilmington, North Carolina 28403
[phone]
[phone] (Fax)
License#C-3641
N&T Project No. 13063

NARRATIVE
DESCRIPTION:
The project site is a 26.94 acre tract located at 9110 Market Street in Wilmington,
NC. The soils of the site consist of well graded silty sands (SW-SM) with grades of the
site ranging from 0% to 5%. Approximately 9 acres will be graded to allow construction
of the North Corridor Emergency Department and associated parking with paved
parking and paved access. The runoff from the site is estimated using the rational
method 10-year design storm and rainfall data for the area. Construction is scheduled
to begin as soon as all permits and approvals are obtained.
EROSION CONTROL MEASURES:
The attached plans and specifications outline the requirements for erosion
control measures. Gravel check dams will not be provided unless the Contractor has to
temporarily discharge into an open ditch instead of the proposed storm drain outfall.
The infiltration basin will be used as a silt basin during construction and restored to its
design contours prior to completion. A gravel construction entrance will be constructed
at the end of the existing asphalt drive and at the proposed secondary entrance.
Maintenance will be provided by the grading contractor and developer.
STORMWATER MANAGEMENT MEASURES:
The project site is located in New Hanover County. Land disturbing on the site
will exceed one acre, which requires the site to comply with the New Hanover County
and State Regulations. The stormwater runoff from the development will be directed to
the stormwater infiltration basin. The stormwater infiltration basin was designed to
accommodate this site at 32% impervious area lot coverage.
CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional silt fence will be installed
when and if conditions warrant during construction. The infiltration / silt basin will be
constructed immediately after that portion of the site is cleared, and outlet structure with
protection will be installed. Disturbed areas will be landscaped or seeded upon
completion.

EROSION CONTROL NOTES AND MAINTENANCE PLAN
1. All erosion and sediment control measures will be checked for stability and
operation following every runoff-producing rainfall, but in no case, less than once
every week and within 24 hours of every half-inch rainfall.
2. All points of egress will have construction entrances that will be periodically top-
dressed with an additional 2 inches of#4 stone to maintain proper depth. They
will be maintained in a condition to prevent mud or sediment from leaving the
site. Immediately remove objectionable material spilled washed or tracked onto
the construction entrance or roadways.
3. Sediment will be removed from hardware cloth and gravel inlet protection, rock
doughnut inlet protection and rock pipe inlet protection when the designed
storage capacity has been half filled with sediment. Rock will be cleaned or
replaced when the sediment pool no longer drains as designed. Debris will be
removed from the rock and hardware cloth to allow proper drainage. Silt sacks
will be emptied once a week and after every rain event. Sediment will be
removed from around beaver dams, dandy sacks and socks once a week and
after every rain event.
4. Diversion ditches will be cleaned out immediately to remove sediment or
obstructions from the flow area. The diversion ridges will also be repaired.
Swales must be temporarily stabilized within 21 calendar days of cease of any
phase of activity associated with a swale.
5. Sediment will be removed from behind the sediment fence when it becomes half
filled. The sediment fence will be repaired as necessary to maintain a barrier.
Stakes must be steel. Stake spacing will be 6 feet max. with the use of extra
strength fabric, without wire backing. Stake spacing will be 8 feet max. when
standard strength fabric and wire backing are used. If rock filters are designed at
low points in the sediment fence, the rock will be repaired or replaced if it
becomes half-full of sediment, no longer drains as designed or is damaged.
6. Sediment will be removed from the sediment basin when the design storage
capacity has been half filled with sediment. Rock will be cleaned or replaced
when the sediment pool no longer drains or if the rock is dislodged. Floating
skimmers will be inspected weekly and will be kept clean.
Land Quality Requires:
7. All seeded areas will be fertilized, reseeded as necessary and mulched
according to specifications in the vegetative plan to maintain a vigorous, dense
vegetative cover. All slopes will be stabilized within 21 calendar days. All other
areas will be stabilized within 15 working days.
Water Quality Requires:

8. All seeded areas will be fertilized, reseeded as necessary and mulched
according to specifications in the vegetative plan to maintain a vigorous, dense
vegetative cover. All perimeter dikes, swales, ditches, perimeter slopes, all
slopes steeper than 3' horizontal to 1' vertical (3:1) and all high quality water
(HQW) zones shall be provided temporary or permanent stabilization with ground
cover as soon as practicable but in any event within seven (7) calendar days
from the last land-disturbing activity. All other disturbed areas shall be provided
temporary or permanent stabilization with ground cover as soon as practicable
but in any event within fourteen (14) calendar days from the last land-disturbing
activity.
9. Flocculants will be used to address turbidity issues. The pumps, tanks, hoses
and inject systems will be checked for problems or turbid discharges daily.
10. Refer to new NPDES rules regarding basin outlet structures and skimmers shall
withdraw water from the surface.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs,
other water impoundments, ground surfaces, or other property as required by State
and Local regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at
the initiation of work, and have these measures reviewed and approved by the local
permit authority prior to clearing and grading operations.
1.3 The Contractor shall, within 21 days of suspension or completion of land disturbing
activities, provide permanent protective covering for disturbed areas. Temporary
and permanent erosion control measures shall be coordinated to assure
economical, effective, and continuous erosion and siltation control throughout the
construction and post-construction period. Use the specified seed for both
temporary and permanent seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm
weather planting and unhulled for cool weather planting. Purity of seed shall be a
minimum of 98 percent and germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by metal posts spaced
not more than 6 feet on center. The bottom of the fabric shall be buried a minimum
of 6 inches.
2.8 Gravel for check dams shall be#57 washed stone.
2.9 Aggregate for construction entrance shall be#4 washed stone.

2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B as
shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to
work to minimize erosion and siltation. Measures should include good construction
practices, temporary physical barriers to sediment travel, settling basins for new
ditches, and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise shown
or directed.
3.3 Temporary Physical Barriers are required where sedimentation on offsite property
or excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive
erosion and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1,000 square feet
and wood chips at a rate of 500 pounds per 1,000 square feet. Jute and mesh
should be installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be applied
at a rate of 150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
from the site. Clean silt fence of accumulated sediment after each rainfall event
or when it exceeds a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales, shall
consist of Class A or Class B erosion control stone at minimum two feet high and
three feet thick across the watercourse, with a one foot thick layer of gravel on
upstream side. Remove sediment if accumulated to a depth of 1.0 feet at upstream
face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.

3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4
inches and until a firm, well pulverized, uniform seedbed is prepared. Lime,
phosphorous and fertilizer shall be applied during the scarification process in
accordance with the following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1,000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square feet
of the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4
inch. Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored as
specified hereinbefore. Reapply as necessary to retain cover until grass is
established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long by
6 inches thick at each entrance to the site used by construction vehicles, until such
time as the permanent roadway is constructed. Remove soil if accumulated to a
depth greater than 0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall
be maintained until such time as vegetation is firmly established in the area
protected by the structure. Permanent streambank protection and grassed areas
shall be maintained until completion of the project. Areas that fail to show a
suitable stand of grass or which are damaged by erosion shall be immediately
repaired.
END OF SECTION

STORMWATER SYSTEM & EROSION CONTROL CALCULATIONS
NORTH CORRIDOR EMERGENCY DEPARTMENT
9110 Market Street
Wilmington, North Carolina
For
New Hanover Regional Medical Center
2131 S. 17th Street
Wilmington, NC 28402
[phone]
„ttttuUttom i mnrr yppi
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December 2013
Prepared by:
NORRIS &TUNSTALL CONSULTING ENGINEERS, P.C.
1127 Floral Parkway, Suite 400
Wilmington, North Carolina 28403
[phone]
[phone] (Fax)
License#C-3641 F ENE
N&T Project No. 13063 DEC 1 3 Zg13

North Corridor
Emergency Department
NCDENR Calcs
**l yr-24hr & 1 Oyr-24hr calculations utilizing 1/2
reported infiltration rate

Date Design NORRIS & TUNSTALL Wilmington, NC Sheet
141 t(t3 J11-8 CONSULTING ENGINEERS P.C. Brunswick County, NC
Of
Check Job For Job No.
Y't" N.e . L--�'►�,. DC-pl% 9 t9-M t Gbat5 130(03
• T kL 4 t►.:/ PI Ec-T A T 1 , t-13, Sdo 5P 1210.414 44_
t tNAo A 4# l ` zoo,4`-t3 I fo.Lai-
�i�Jt a�S ALLo-tTVENt I.2S Lie
tmr-9-.Vtais
li3Lit ,. . .Za, ( o.
Ai F6 Cr-uttta- ) 3,'4 sr--i 0.otsAt_-
I t14 = 1 22fs / 2.IgAd-
INari.k r5;.(025 J 0.04c-
5,13 -1 -- — t4o,ccos I sz&A-
Dk NFL' ~tom - - toco5t -F- tzlo,o - 14141(oeo5c/ *4E-.4`1
Ei t-Liae . t;Tp51 _. 1 -to$E it-1= 2 ;2,i .?.cAc
`_7z>40 tiM vto tku.4)rri = l g3,4 42A .. ...
`otL 04c = E2 554-c-
t7t 1Nip= O. 6644..
_ O.o5-- o.1C 9.676 /125.c:) = t:).(0-1
,(03( `0( 0.Le-cX I2. -504c.) = 4,, eg1-4•cr
2.5)( v, 5 2. (4forl0 G -) _ 116,-i13
'fir#-! V= '..2L{ 3,' = I 11,-ive
.►0.1L ( 4L ik pim2-3.161'.. ._. .....:
C-f 14-totaccki, Alcoa_ t.. I art. 1J2•6 cj f0 4.+E

1S
Pre Pcst
/ 'N
Infil Basin
,....„.
Subcat Reach 'one Link Drainage Diagram for 13063.NCDENR.12-11-13
I ---\ __ Prepared by Norris&Tunstall Consulting Engineers 12/11/2013
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC

F:\Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NCDENR.12-11-13 Type III 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Runoff Area=12.580 ac Runoff Depth=0.00"
Tc=15.0 min CN=30 Runoff=0.00 cfs 0.000 af
Subcatchment 2S: Post Runoff Area=12.580 ac Runoff Depth=1.88"
Tc=5.0 min CN=80 Runoff=27.67 cfs 1.968 af
Pond 1P: Infil Basin Peak EIev=21.68' Storage=30,846 cf Inflow=27.67 cfs 1.968 af
Discarded=3.55 cfs 1.968 af Primary=0.00 cfs 0.000 af Outflow=3.55 cfs 1.968 af

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NCDENR.12-11-13 Type III 24-hr 9 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Subcatchment 'IS: Pre
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type III 24-hr 1 YR Rainfall=3.80"
Area (ac) CN Description
12.580 30 Woods, Good, HSG A
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 2S: Post
Runoff = 27.67 cfs @ 12.08 hrs, Volume= 1.968 af, Depth= 1.88"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type III 24-hr 1 YR Rainfall=3.80"
Area (ac) CN Description
8.680 98 Paved parking & roofs
3.900 39 >75% Grass cover, Good, HSG A
12.580 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NCDENR.12-11-13 Type III 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1P: Infil Basin
Inflow Area = 12.580 ac, Inflow Depth = 1.88" for 1 YR event
Inflow = 27.67 cfs @ 12.08 hrs, Volume= 1.968 af
Outflow = 3.55 cfs @ 12.76 hrs, Volume= 1.968 af, Atten= 87%, Lag= 41.0 min
Discarded = 3.55 cfs @ 12.76 hrs, Volume= 1.968 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 21.68' @ 12.76 hrs Surf.Area= 23,492 sf Storage= 30,846 cf
Plug-Flow detention time= 80.8 min calculated for 1.968 af(100% of inflow)
Center-of-Mass det. time= 80.7 min ( 914.0- 833.3 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 159,244 cf Infiltration Area(Prismatic) Listed below(Recaic)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
20.00 13,668 0 0
21.00 19,118 16,393 16,393
22.00 25,566 22,342 38,735
23.00 32,336 28,951 67,686
24.00 41,900 37,118 104,804
25.00 66,979 54,440 159,244
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 6.525 in/hr Exfiltration -(1/2 of Avg. 1-2&I-3)over Surface area
#2 Primary 19.50' 36.0" x 220.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.00' S= 0.0023 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#3 Device 2 23.80' 4.00' x 4.00' Horiz. Top of Primary Outlet Box Limited to weir flow
C= 0.600
#4 Device 2 23.80' 4.00' x 4.00' Horiz. Top of Secondary Outlet Box Limited to weir flow
C= 0.600
piscarded OutFlow Max=3.55 cfs @ 12.76 hrs HW=21.68' (Free Discharge)
1=Exfiltration - (1/2 of Avg. 1-2 & I-3) (Exfiltration Controls 3.55 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' (Free Discharge)
t-2=Culvert (Passes 0.00 cfs of 1.08 cfs potential flow)
trop of Primary Outlet Box ( Controls 0.00 cfs)
op of Secondary Outlet Box ( Controls 0.00 cfs)

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NCDENR.12-11-13 Type III 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1 P: Infil Basin
Hydrograph
30- ...;. .__:
127.67 cfs I . —Inflow
28=
•,--Outflow
Discarded
26= - Inflow Area= 12 580 ac -Primary
22, . . Peak:-E-lev=21..68'
zo-
Storage=30,846 cf
rn 18 - - .
16: _
2 14 •- _. _ . . 1 -
•
Li.
•
12_ -- - - -_
10- . ._
8-
6-
` 3.55 cfs -
0.00 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18. 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad\
13063.NCDENR.12-11-13 Type III 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Hydrograph for Pond 1 P: Infil Basin
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 20.00 0.00 0.00 0.00
1.00 0.00 0 20.00 0.00 0.00 0.00
2.00 0.00 0 20.00 0.00 0.00 0.00
3.00 0.00 0 20.00 0.00 0.00 0.00
4.00 0.00 0 20.00 0.00 0.00 0.00
5.00 0.00 0 20.00 0.00 0.00 0.00
6.00 0.00 0 20.00 0.00 0.00 0.00
7.00 0.00 0 20.00 0.00 0.00 0.00
8.00 0.00 0 20.00 0.00 0.00 0.00
9.00 0.06 14 20.00 0.04 0.04 0.00
10.00 0.34 100 20.01 0.31 0.31 0.00
11.00 0.93 283 20.02 0.86 0.86 0.00
12.00 17.77 7,998 20.53 2.50 2.50 0.00
13.00 2.83 30,545 21.67 3.54 3.54 0.00
14.00 1.85 26,267 21.48 3.35 3.35 0.00
15.00 1.43 20,517 21.21 3.09 3.09 0.00
16.00 1.01 14,325 20.89 2.80 2.80 0.00
17.00 0.81 8,044 20.53 2.50 2.50 0.00
18.00 0.63 2,185 20.16 2.19 2.19 0.00
19.00 0.56 186 20.01 0.57 0.57 0.00
20.00 0.51 168 20.01 0.51 0.51 0.00
21.00 0.46 154 20.01 0.47 0.47 0.00
22.00 0.42 140 20.01 0.43 0.43 0.00
23.00 0.38 126 20.01 0.38 0.38 0.00
24.00 0.34 112 20.01 0.34 0.34 0.00
25.00 0.00 0 20.00 0.00 0.00 0.00
26.00 0.00 0 20.00 0.00 0.00 0.00
27.00 0.00 0 20.00 0.00 0.00 0.00
28.00 0.00 0 20.00 0.00 n nn 0.00
29.00 0.00 0 20.00 0.00 0.00 0.00
30.00 0.00 0 20.00 0.00 0.00 0.00

F:\Projects\2013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)\Calculations\Hydrocadl
13063.NCDENR.12-11-13 Type III 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 sin 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Stage-Area-Storage for Pond 1 P: Infil Basin
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
20.00 13,668 0 22.55 29,290 53,820
20.05 13,941 690 22.60 29,628 55,293
20.10 14,213 1,394 22.65 29,966 56,783
20.15 14,485 2,112 22.70 30,305 58,290
20.20 14,758 2,843 22.75 30,644 59,814
20.25 15,031 3,587 22.80 30,982 61,354
20.30 15,303 4,346 22.85 31,321 62,912
20.35 15,576 5,118 22.90 31,659 64,486
20.40 15,848 5,903 22.95 31,997 66,078
20.45 16,120 6,702 23.00 32,336 67,686
20.50 16,393 7,515 23.05 32,814 69,315
20.55 16,666 8,342 23.10 33,292 70,967
20.60 16,938 9,182 23.15 33,771 72,644
20.65 17,210 10,036 23.20 34,249 74,344
20.70 17,483 10,903 23.25 34,727 76,069
20.75 17,756 11,784 23.30 35,205 77,817
20.80 18,028 12,678 23.35 35,683 79,589
20-85 18,301 13,587 23.40 36,162 81,386
20.90 18,573 14,508 23.45 36,640 83,206
20.95 18,845 15,444 23.50 37,118 85,050
21.00 19,118 16,393 23.55 37,596 86,917
21.05 19,440 17,357 23.60 38,074 88,809
21.10 19,763 18,337 23.65 38,553 90,725
21.15 20,085 19,333 23.70 39,031 92,664
21.20 20,408 20,346 23.75 39,509 94,628
21.25 20,730 21,374 23.80 39.987 96.,615 Pia- FEW 513.
21.30 21,052 22,419 23.85 40,465 98,627
21.35 21,375 23,479 23.90 40,944 100,662
21.40 21,697 24,556 23.95 41,422 102,721
21.45 22,020 25,649 24.00 41,900 104,804
21.50 22,342 26,758 24.05 43,154 106,930
21.55 22,664 27,883 24.10 44,408 109,119
21.60 22,987 29,024 24.15 45,662 111,371
21.65 23,309 30,182 24.20 46,916 113,686
21.70 23,632 31,355 24.25 48,170 116,063
21.75 23,954 32,545 24.30 49,424 118,503
21.80 24,276 33,751 24.35 50,678 121,005
21.85 24,599 34,973 24.40 51,932 123,570
21.90 24,921 36,211 24.45 53,186 126,198
21.95 25,244 37,465 24.50 54,440 128,889
22.00 25,566 38,735 24.55 55,693 131,642
22.05 25,905 40,022 24.60 56,947 134,458
22.10 26,243 41,325 24.65 58,201 137,337
22.15 26,581 42,646 24.70 59,455 140,278
22.20 26,920 43,984 24.75 60,709 143,282
22.25 27,259 45,338 24.80 61,963 146,349
22.30 27,597 46,709 24.85 63,217 149,479
22.35 27,936 48,098 24.90 64,471 152,671
22.40 28,274 49,503 24.95 65,725 155,926
22.45 28,612 50,925 25.00 66,979 159,244
22.50 28,951 52,364

F:1Projects12013113063 Freestanding ER Dept. - NHRMC(Scotts HiII)1Calculations\Hydrocadl
13063.NCDENR.12-11-13 Type III 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Runoff Area=12.580 ac Runoff Depth=0.21"
Tc=15.0 min CN=30 Runoff=0.36 cfs 0.222 af
Subcatchment 2S: Post Runoff Area=12.580 ac Runoff Depth=4.69"
Tc=5.0 min CN=80 Runoff=68.95 cfs 4.921 af
Pond 1P: Infil Basin Peak Elev=23.78' Storage=95,681 cf Inflow=68.95 cfs 4.921 af
Discarded=6.01 cfs 4.921 af Primary=0.00 cfs 0.000 af Outflow=6.01 cfs 4.921 af

F:1Projects12013113063 Freestanding ER Dept. - NHRMC(Scotts Hill)1Calculations\Hydrocadl
13063.NCDENR.12-11-13 Type III 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1P: Infil Basin
Inflow Area = 12.580 ac, Inflow Depth = 4.69" for 10 YR-NHC event
Inflow = 68.95 cfs @ 12.07 hrs, Volume= 4.921 af
Outflow = 6.01 cfs @ 13.04 hrs, Volume= 4.921 af, Atten= 91%, Lag= 58.0 min
Discarded = 6.01 cfs @ 13.04 hrs, Volume= 4.921 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 23.78' @ 13.04 hrs Surf.Area= 39,763 sf Storage= 95,681 cf
Plug-Flow detention time= 177.8 min calculated for 4.913 af(100% of inflow)
Center-of-Mass det. time= 177.5 min ( 984.6 - 807.1 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 159,244 cf Infiltration Area(Prismatic) Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
20.00 13,668 0 0
21.00 19,118 16,393 16.393
22.00 25,566 22,342 38,735
23.00 32,336 28,951 67,686
24.00 41,900 37,118 104,804
25.00 66,979 54,440 159,244
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 6.525 in/hr Exfiltration -(1/2 of Avg. I-2 &I-3) over Surface area
#2 Primary 19.50' 36.0" x 220.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.00' S= 0.0023 'I' Cc= 0.900
n= 0.013 Concrete pipe, bends &connections
#3 Device 2 23.80' 4.00' x 4.00' Horiz. Top of Primary Outlet Box Limited to weir flow
C= 0.600
#4 Device 2 23.80' 4.00' x 4.00' Horiz. Top of Secondary Outlet Box Limited to weir flow
C= 0.600
Qiscarded OutFlow Max=6.01 cfs @ 13.04 hrs HW=23.78' (Free Discharge)
T- -1=Exfiltration -(1/2 of Avg. I-2 &I-3) (Exfiltration Controls 6.01 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' (Free Discharge)
t-2=Culvert (Passes 0.00 cfs of 1.08 cfs potential flow)
3=Top of Primary Outlet Box ( Controls 0.00 cfs)
=Top of Secondary Outlet Box ( Controls 0.00 cfs)

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad\
13063.NCDENR.12-11-13 Type III 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 sin 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1 P: Infil Basin
Hydrograph
75:..
70: - 68.95 cfs - _
Inflow
. ,:Outflow
65_ - - .- - Disca
rded
ed
_ Inflow Area=12580 ac -Primary
60=
55: -• Pe_ak Elev=23.78'
50
�Sto 95,-68 1 cf
45- rage.
— 40-
o 35-
-
30=
25: . : -- - • -------
20:
15: .
- 6.01 cfs
10.00 cfs I
.: ..............:.......:.......:.. . .......ems , .,
0 1 2 3 4 5 6 7 8 9 10 11 12. 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29. 30
Time (hours)

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts HiII)1Calculations\Hydrocadl
13063.NCDENR.12-11-13 Type III 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Hydrograph for Pond 1P: Infil Basin
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 20.00 0.00 0.00 0.00
1.00 0.00 0 20.00 0.00 0.00 0.00
2.00 0.00 0 20.00 0.00 0.00 0.00
3.00 0.00 0 20.00 0.00 0.00 0.00
4.00 0.00 0 20.00 0.00 0.00 0.00
5.00 0.00 0 20.00 0.00 0.00 0.00
6.00 0.00 0 20.00 0.00 0.00 0.00
7.00 0.17 48 20.00 0.15 0.15 0.00
8.00 0.44 135 20.01 0.41 0.41 0.00
9.00 0.99 306 20.02 0.93 0.93 0.00
10.00 1.82 568 20.04 1.73 1.73 0.00
11.00 3.45 2,385 20.17 2.20 2.20 0.00
12.00 46.28 33,571 21.79 3.66 3.66 0.00
13.00 6.26 95,667 23.78 6.01 6.01 0.00
14.00 4.03 92,103 23.69 5.87 5.87 0.00
15.00 3.07 84,147 23.48 5.57 5.57 0.00
16.00 2.16 74,219 23.20 5.17 5.17 0.00
17nn 1.73 63,371 22.86 4.75 4.75 0.00
18.00 1.33 52,448 22.50 4.38 4.38 0.00
19.00 1.19 41,892 22.12 3.99 3.99 0.00
20.00 1.07 32,292 21.74 3.61 3.61 0.00
21.00 0.98 23,650 21.36 3.24 3.24 0.00
22.00 0.89 16,014 20.98 2.87 2.87 0.00
23.00 0.79 9,259 20.60 2.56 2.56 0.00
24.00 0.70 3,288 20.23 2.25 2.25 0.00
25.00 0.00 0 20.00 0 no o no n no 1'M-DP4wD.ta-ramt . .
26.00 0.00 0 20.00 0.00 0.00 0.00
27.00 0.00 0 20.00 0.00 0.00 0.00
28_00 0.00 0 20.00 0.00 0.00 0.00
29.00 0.00 0 20.00 0.00 0.00 0.00
30.00 0.00 0 20.00 0.00 0.00 0.00

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NCDENR.12-11-13 Type III 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Stage-Area-Storage for Pond 1 P: Infil Basin
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
20.00 13,668 0 22.55 29,290 53,820
20.05 13,941 690 22.60 29,628 55,293
20.10 14,213 1,394 22.65 29,966 56,783
20.15 14,485 2,112 22.70 30,305 58,290
20.20 14,758 2,843 22.75 30,644 59,814
20.25 15,031 3,587 22.80 30,982 61,354
20.30 15,303 4,346 22.85 31,321 62,912
20.35 15,576 5,118 22.90 31,659 64,486
20.40 15,848 5,903 22.95 31,997 66,078
20.45 16,120 6,702 23.00 32,336 67,686
20.50 16,393 7,515 23.05 32,814 69,315
20.55 16,666 8,342 23.10 33,292 70,967
20.60 16,938 9,182 23.15 33,771 72,644
20.65 17,210 10,036 23.20 34,249 74,344
20.70 17,483 10,903 23.25 34,727 76,069
20.75 17,756 11,784 23.30 35,205 77,817
20.80 18,028 12,678 23.35 35,683 79,589
20.85 18,301 13,587 23.40 36,162 81,386
20.90 18,573 14,508 23.45 36,640 83,206
20.95 18,845 15,444 23.50 37,118 85,050
21.00 19,118 16,393 23.55 37,596 86,917
21.05 19,440 17,357 23.60 38,074 88,809
21.10 19,763 18,337 23.65 38,553 90,725
21.15 20,085 19,333 23.70 39,031 92,664
21.20 20,408 20,346 23.75 39,509 94,628
21.25 20,730 21,374 23.80 39,987 96,615
21.30 21,052 22,419 23.85 40,465 98,627
21.35 21,375 23,479 23.90 40,944 100,662
21.40 21,697 24,556 23.95 41,422 102,721
21.45 22,020 25,649 24.00 41,900 104,804
21.50 22,342 26,758 24.05 43,154 106,930
21.55 22,664 27,883 24.10 44,408 109,119
21.60 22,987 29,024 24.15 45,662 111,371
21.65 23,309 30,182 24.20 46,916 113,686
21.70 23,632 31,355 24.25 48,170 116,063
21.75 23,954 32,545 24.30 49,424 118,503
21.80 24,276 33,751 24.35 50,678 121,005
21.85 24,599 34,973 24.40 51,932 123,570
21.90 24,921 36,211 24.45 53,186 126,198
21.95 25,244 37,465 24.50 54,440 128,889
22.00 25,566 38,735 24.55 55,693 131,642
22.05 25,905 40,022 24.60 56,947 134,458
22.10 26,243 41,325 24.65 58,201 137,337
22.15 26,581 42,646 24.70 59,455 140,278
22.20 26,920 43,984 24.75 60,709 143,282
22.25 27,259 45,338 24.80 61,963 146,349
22.30 27,597 46,709 24.85 63,217 149,479
22.35 27,936 48,098 24.90 64,471 152,671
22.40 28,274 49,503 24.95 65,725 155,926
22.45 28,612 50,925 25.00 66,979 159,244
22.50 28,951 52,364

North Corridor
Emergency Department
NHC Calcs
**10yr-24hr, 25yr-24hr, & 100yr-24hr calculations
utilizing full reported infiltration rate

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Hydrologic Soil Group—New Hanover County,North Carolina,and Pender County,North
Carolina
Hydrologic Soil Group
Hydrologic Soil Group—Summary by Map Unit—New Hanover County,North Carolina(NC129)
Map unit symbol Map unit name Rating Acres in AO1 Percent of AOI
Ke Kenansville fine sand,0 A 12.2 • 28.2%
to 3 percent slopes
Kr Kureb sand, 1 to 8 A 6.3 14.5%
percent slopes
La Lakeland sand,1 to 8 A 2.7 6.2%
percent slopes
Mu Murville fine sand A/D 0.1 0.1%
Wa Wakulla sand,1 to 8 A 9.5 21.8%
percent slopes
Subtotals for Soil Survey Area 30.8 70.8%
Totals for Area of Interest 43.4 100.0%
Hydrologic Soil Group—Summary by Map Unit—Pender County,North Carolina(NC141).
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AnB Alpin fine sand,1 to 6 A 6.5 14.9%
percent slopes
AuB Autryville fine sand,1 to A 6.2 14.3%
4 percent slopes
Subtotals for Soil Survey Area 12.7 29.2%
Totals for Area of Interest 43.4 100.0%
txoa Natural Resources Web Soil Survey 12/5/2013
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—New Hanover County,North Carolina,and Pender County,North
Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups(A, B, C, and D) and
three dual classes (A/D, B/D, and C/D).The groups are defined as follows:
Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly
wet. These consist mainly of deep,well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture.These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate(high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group(A/D, B/D, or C/D),the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 12/5/2013
glia Conservation Service National Cooperative Soil Survey Page 4 of 4

is : 2s .
I
i , • , , .
1 •
. . . . . .
Pre Pst
1
AP
Infil Basin
i .....„
(Subc ) (Reach on. Link Drainage Diagram for 13063.NHC.12-11-13
�� Prepared by Norris&Tunstall Consulting Engineers 12/11/2013
HydroCAD®7.10 sin 000479 0 2005 HydroCAD Software Solutions LLC

F:\Projects\2013\13063 Freestanding ER Dept. - NHRMC (Scotts Hill)\Calculations\Hydrocad\
13063.NHC.12-11-13 Type III 24-hr 2 YR-NHC Rainfall=4.50"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Runoff Area=12.580 ac Runoff Depth=0.00"
Tc=15.0 min CN=30 Runoff=0.00 cfs 0.000 af
Subcatchment 2S: Post Runoff Area=12.580 ac Runoff Depth=2.46"
Tc=5.0 min CN=80 Runoff=36.34 cfs 2.581 af
Pond 1P: Infil Basin Peak Elev=21.77' Storage=32,981 cf Inflow=36.34 cfs 2.581 af
Discarded=7.27 cfs 2.581 af Primary=0.00 cfs 0.000 af Outflow=7.27 cfs 2.581 af

F:\Projects\2013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)\Calculations\Hydrocad\
13063.NHC.12-11-13 Type III 24-hr 2 YR-NHC Rainfall=4.50"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Subcatchment IS: Pre
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type III 24-hr 2 YR-NHC Rainfall=4.50"
Area (ac) CN Description
12.580 30 Woods, Good, HSG A
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 2S: Post
Runoff = 36.34 cfs @ 12.08 hrs, Volume= 2.581 af, Depth= 2.46"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Type III 24-hr 2 YR-NHC Rainfall=4.50"
Area (ac) CN Description
8.680 98 Paved parking & roofs
3.900 39 >75% Grass cover, Good, HSG A
12.580 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Pond 1P: Infil Basin
Inflow Area = 12.580 ac, Inflow Depth = 2.46" for 2 YR-NHC event
Inflow = 36.34 cfs @ 12.08 hrs, Volume= 2.581 af
Outflow = 7.27 cfs @ 12.52 hrs, Volume= 2.581 af, Atten= 80%, Lag= 26.8 min
Discarded = 7.27 cfs @ 12.52 hrs, Volume= 2.581 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 21.77' @ 12.52 hrs Surf.Area= 24,071 sf Storage= 32,981 cf
Plug-Flow detention time= 34.7 min calculated for 2.576 af(100% of inflow)
Center-of-Mass det. time= 34.6 min ( 860.1 - 825.5 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 159,244 cf Infiltration Area (Prismatic) Listed below(Recaic)

F:\Projects\2013\13063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad\
13063.NHC.12-11-13 Type III 24-hr 2 YR-NHC Rainfall=4.50"
Prepared by Norris &Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1 P: Infil Basin
Inflow Area = 12.580 ac, Inflow Depth = 2.46" for 2 YR-NHC event
Inflow = 36.34 cfs @ 12.08 hrs, Volume= 2.581 af
Outflow = 7.27 cfs @ 12.52 hrs, Volume= 2.581 af, Atten= 80%, Lag= 26.8 min
Discarded = 7.27 cfs @ 12.52 hrs, Volume= 2.581 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 21.77' @ 12.52 hrs Surf.Area= 24,071 sf Storage= 32,981 cf
Plug-Flow detention time= 34.7 min calculated for 2.576 af(100% of inflow)
Center-of-Mass det. time= 34.6 min ( 860.1 - 825.5 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 159,244 cf Infiltration Area(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
20.00 13,668 0 0
21.00 19,118 16,393 16,393
22.00 25,566 22,342 38,735
23.00 32,336 28,951 67,686
24.00 41,900 37,118 104,804
25.00 66,979 54,440 159,244
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 13.050 in/hr Exfiltration -(Full Rate Avg. of 1-2&I-3) over Surface area
#2 Primary 19.50' 36.0" x 220.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.00' S= 0.0023 'I' Cc= 0.900
n= 0.013 Concrete pipe, bends &connections
#3 Device 2 23.80' 4.00'x 4.00' Horiz. Top of Primary Outlet Box Limited to weir flow
C= 0.600
#4 Device 2 23.80' 4.00'x 4.00' Horiz. Top of Secondary Outlet Box Limited to weir flow
C= 0.600
Discarded OutFlow Max=7.27 cfs @ 12.52 hrs HW=21.77' (Free Discharge)
t-1=Exfiltration -(Full Rate Avg. of 1-2&I-3) (Exfiltration Controls 7.27 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' (Free Discharge)
t-2=Culvert (Passes 0.00 cfs of 1.08 cfs potential flow)
3=Top of Primary Outlet Box ( Controls 0.00 cfs)
=Top of Secondary Outlet Box ( Controls 0.00 cfs)

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hi II)1Calculations\Hydrocadl
13063.NHC.12-11-13 Type III 24-hr 2 YR-NHC Rainfall=4.50"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 sln 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1P: Infil Basin
Hydrograph
40- ._. _
38 136.34 cfs I.' —Inflow
36
Outflow
—Discard
ed
34i : ' Inflow Area-12 580 ac -Primary
32=._.-:....
i
Peak: Elev=21 .77'
28_ -
26 , -- . e=3• S torag 2;981 cf
1 22-E
20_- ._..s
o : :
_ 18-
16-E : • : - - - - •- - -- -
14
12=
.
7.27 cfs :
4'_-
I O.00cfs ( _
ases.cT.r..ant �a.S•�r. t ..i�,...�.. � ,i.i...i�..a. ,..a�,,.,�....',a..1.,..'.. •�...e�..•a�....'....(,.,t...�.. .i, .�.. .�.. .�.. .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

F:\Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad\
13063.NHC.12-11-13 Type III 24-hr 2 YR-NHC Rainfall=4.50"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Hydrograph for Pond 1 P: Infil Basin
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 20.00 0.00 0.00 0.00
1.00 0.00 0 20.00 0.00 0.00 0.00
2.00 0.00 0 20.00 0.00 0.00 0.00
3.00 0.00 0 20.00 0.00 0.00 0.00
4.00 0.00 0 20.00 0.00 0.00 0.00
5.00 0.00 0 20.00 0.00 0.00 0.00
6.00 0.00 0 20.00 0.00 0.00 0.00
7.00 0.00 0 20.00 0.00 0.00 0.00
8.00 0.01 0 20.00 0.00 0.00 0.00
9.00 0.22 34 20.00 0.21 0.21 0.00
10.00 0.61 96 20.01 0.59 0.59 0.00
11.00 1.42 225 20.02 1.37 1.37 0.00
12.00 23.76 8,718 20.57 5.07 5.07 0.00
13.00 3.57 28,769 21.59 6.92 6.92 0.00
14.00 2.33 16,178 20.99 5.76 5.76 0.00
15.00 1.79 4,759 20.33 4.67 4.67 0.00
16.00 1.27 212 20.02 1.29 1.29 0.00
17.00 1.01 168 20.01 1.03 1.03 0.00
18.00 0.78 130 20.01 0.79 0.79 0.00
19.00 0.70 115 20.01 0.70 0.70 0.00
20.00 0.63 104 20.01 0.63 0.63 0.00
21.00 0.58 95 20.01 0.58 0.58 0.00
22.00 0.52 86 20.01 0.53 0.53 0.00
23.00 0.47 78 20.01 0.47 0.47 0.00
24.00 0.42 69 20.00 0.42 0.42 0.00
25.00 0.00 0 20.00 0.00 0.00 0.00
26.00 0.00 0 20.00 0.00 0.00 0.00
27.00 0.00 0 20.00 0.00 0.00 0.00
28.00 0.00 0 20.00 0.00 0.00 0.00
29.00 0.00 0 20.00 0.00 0.00 0.00
30.00 0.00 0 20.00 0.00 0.00 0.00

F:1Projects\2013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad\
13O63.NHC.12-11-13 Type 111 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment IS: Pre Runoff Area=12.580 ac Runoff Depth=0.21"
Tc=15.0 min CN=30 Runoff=0.36 cfs 0.222 af
Subcatchment 2S: Post Runoff Area=12.580 ac Runoff Depth=4.69"
Tc=5.0 min CN=80 Runoff=68.95 cfs 4.921 af
Pond 1P: Infil Basin Peak Elev=23.23' Storage=75,386 cf Inflow=68.95 cfs 4.921 af
Discarded=10.43 cfs 4.921 af Primary=0.00 cfs 0.000 af Outflow=10.43 cfs 4.921 af

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad\
13063.NHC.12-11-13 Type III 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1P: Infil Basin
Inflow Area = 12.580 ac, Inflow Depth = 4.69" for 10 YR-NHC event
Inflow = 68.95 cfs @ 12.07 hrs, Volume= 4.921 af
Outflow = 10.43 cfs @ 12.57 hrs, Volume= 4.921 af, Atten= 85%, Lag= 30.0 min
Discarded = 10.43 cfs @ 12.57 hrs, Volume= 4.921 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 23.23' @ 12.57 hrs Surf.Area= 34,538 sf Storage= 75,386 cf
Plug-Flow detention time= 64.8 min calculated for 4.921 af(100% of inflow)
Center-of-Mass det. time= 64.8 min ( 871.9 -807.1 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 159,244 cf Infiltration Area(Prismatic) Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
20.00 13,668 0 0
21.00 19,118 16,393 16,393
22.00 25,566 22,342 38,735
23.00 32,336 28,951 67,686
24.00 41,900 37,118 104,804
25.00 66,979 54,440 159,244
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 13.050 in/hr Exfiltration -(Full Rate Avg. of 1-2 &I-3) over Surface area
#2 Primary 19.50' 36.0" x 220.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.00' S= 0.0023 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends &connections
#3 Device 2 23.80' 4.00'x 4.00' Horiz. Top of Primary Outlet Box Limited to weir flow
C= 0.600
#4 Device 2 23.80' 4.00' x 4.00' Horiz. Top of Secondary Outlet Box Limited to weir flow
C= 0.600
piscarded OutFlow Max=10.43 cfs @ 12.57 hrs HW=23.23' (Free Discharge)
1=Exfiltration - (Full Rate Avg. of 1-2&I-3) (Exfiltration Controls 10.43 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' (Free Discharge)
L2=Culvert (Passes 0.00 cfs of 1.08 cfs potential flow)
3=Top of Primary Outlet Box ( Controls 0.00 cfs)
=Top of Secondary Outlet Box ( Controls 0.00 cfs)

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad\
13063.NHC.12-11-13 Type III 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1 P: Infil Basin
Hydrograph
75_...... . .
68.95 cfs i : —Inflow
70-
—Ou ow
Discarded
65- -Primary
nflow Area.12 580 -ac- -
60
55-
POW..Elev=23.23
. Storage75�386cf
45_ -
40-
o 35- .
._
30- -- - -.
25- .
20-
15- ..__.- f .:.-- -r-
10.43 cfs
10_ -- : . = -
10.0{0 cfs I ,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

F:lProjects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocadl
13063.NHC.12-11-13 Type III 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Hydrograph for Pond 1P: Infil Basin
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 20.00 0.00 0.00 0.00
1.00 0.00 0 20.00 0.00 0.00 0.00
2.00 0.00 0 20.00 0.00 0.00 0.00
3.00 0.00 0 20.00 0.00 0.00 0.00
4.00 0.00 0 20.00 0.00 0.00 0.00
5.00 0.00 0 20.00 0.00 0.00 0.00
6.00 0.00 0 20.00 0.00 0.00 0.00
7.00 0.17 26 20.00 0.16 0.16 0.00
8.00 0.44 70 20.01 0.43 0.43 0.00
9.00 0.99 158 20.01 0.96 0.96 0.00
10.00 1.82 291 20.02 1.77 1.77 0.00
11.00 3.45 551 20.04 3.36 3.36 0.00
12.00 46.28 24,730 21.41 6.57 6.57 0.00
13.00 6.26 71,584 23.12 10.11 10.11 0.00
14.00 4.03 55,215 22.60 8.94 8.94 0.00
15.00 3.07 37,970 21.97 7.66 7.66 0.00
16.00 2.16 22,165 21.29 6.34 6.34 0.00
17.00 1.73 8,679 20.57 5.07 5.07 0.00
18.00 1.33 221 20.02 1.35 1.35 0.00
19.00 1.19 196 20.01 1.19 1.19 0.00
20.00 1.07 176 20.01 1.07 1.07 0.00
21.00 0.98 161 20.01 0.98 0.98 0.00
22.00 0.89 146 20.01 0.89 0.89 0.00
23.00 0.79 131 20.01 0.80 0.80 0.00
24.00 0.70 116 20.01 0.71 0.71 0.00
25.00 0.00 0 20.00 0.00 0.00 0.00
26.00 0.00 0 20.00 0.00 0.00 0.00
27.00 0.00 0 20.00 0.00 0.00 0.00
28.00 0.00 0 20.00 0.00 0.00 0.00
29.00 0.00 0 20.00 0.00 0.00 0.00
30.00 0.00 0 20.00 0.00 0.00 0.00

F:1Projects12013\13063 Freestanding ER Dept. - NHRMC (Scotts HiII)1Calculations\Hydrocad\
13063.NHC.12-11-13 Type III 24-hr 25 YR-NHC Rainfall=8.05"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre Runoff Area=12.580 ac Runoff Depth=0.43"
Tc=15.0 min CN=30 Runoff=1.36 cfs 0.449 af
Subcatchment 2S: Post Runoff Area=12.580 ac Runoff Depth=5.67"
Tc=5.0 min CN=80 Runoff=82.76 cfs 5.946 af
Pond 1P: Infil Basin Peak Elev=23.75' Storage=94,562 cf Inflow=82.76 cfs 5.946 af
Discarded=11.93 cfs 5.946 af Primary=0.00 cfs 0.000 af Outflow=11.93 cfs 5.946 af

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NHC.12-11-13 Type III 24-hr 25 YR-NHC Rainfall=8.05"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1P: Infil Basin
Inflow Area = 12.580 ac, Inflow Depth = 5.67" for 25 YR-NHC event
Inflow = 82.76 cfs @ 12.07 hrs, Volume= 5.946 of
Outflow = 11.93 cfs @ 12.59 hrs, Volume= 5.946 af, Atten= 86%, Lag= 30.8 min
Discarded = 11.93 cfs @ 12.59 hrs, Volume= 5.946 af
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 23.75' @ 12.59 hrs Surf.Area= 39,493 sf Storage= 94,562 cf
Plug-Flow detention time= 74.6 min calculated for 5.946 af(100% of inflow)
Center-of-Mass det. time= 74.6 min ( 876.3-801.7 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 159,244 cf Infiltration Area(Prismatic) Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
20.00 13,668 0 0
21.00 19,118 16,393 16,393
22.00 25,566 22,342 38,735
23.00 32,336 28,951 67,686
24.00 41,900 37,118 104,804
25.00 66,979 54,440 159,244
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 13.050 in/hr Exfiltration -(Full Rate Avg. of 1-2&I-3) over Surface area
#2 Primary 19.50' 36.0" x 220.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.00' S= 0.0023 'I' Cc= 0.900
n= 0.013 Concrete pipe, bends &connections
#3 Device 2 23.80' 4.00' x 4.00' Horiz. Top of Primary Outlet Box Limited to weir flow
C= 0.600
#4 Device 2 23.80' 4.00'x 4.00' Horiz. Top of Secondary Outlet Box Limited to weir flow
C= 0.600
Discarded OutFlow Max=11.93 cfs @ 12.59 hrs HW=23.75' (Free Discharge)
t-1=Exfiltration -(Full Rate Avg. of 1-2&I-3) (Exfiltration Controls 11.93 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' (Free Discharge)
t--2=Culvert (Passes 0.00 cfs of 1.08 cfs potential flow)
t34:Top of Primary Outlet Box ( Controls 0.00 cfs)
Top of Secondary Outlet Box ( Controls 0.00 cfs)

F:\Projects\2013\13063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NHC.12-11-13 Type III 24-hr 25 YR-NHC Rainfall=8.05"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1 P: Infil Basin
Hydrograph
90�
85_ - - 182.76 cfs
Inflow
, Infl ow
—Outflow
rye d 80_
75: Inflow Area=12 580 :ac -Primary
'70_ ' :
Peak:Elev=2375'
■
Storage 94,562 �cf
55_ :_.
50_ ..._.
3 45: : • ....:.. ... :. ..:....
o .
Er- 40_ -
35
30-1 _ ,
25= _
20= a1
15 ,- :I 11.93 cfs I - - -
10=
0.00 cfs _ :
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

F:1Projects12013\13063 Freestanding ER Dept. - NHRMC(Scotts HiII)\Calculations\Hydrocadl
13063.NHC.12-11-13 Type III 24-hr 25 YR-NHC Rainfall=8.05"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 sin 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Hydrograph for Pond 1 P: Infil Basin
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 20.00 0.00 0.00 0.00
1.00 0.00 0 20.00 0.00 0.00 0.00
2.00 0.00 0 20.00 0.00 0.00 0.00
3.00 0.00 0 20.00 0.00 0.00 0.00
4.00 0.00 0 20.00 0.00 0.00 0.00
5.00 0.00 0 20.00 0.00 0.00 0.00
6.00 0.09 13 20.00 0.08 0.08 0.00
7.00 0.32 50 20.00 0.31 0.31 0.00
8.00 0.67 107 20.01 0.66 0.66 0.00
9.00 1.38 220 20.02 1.35 1.35 0.00
10.00 2.39 384 20.03 2.34 2.34 0.00
11.00 4.38 707 20.05 4.21 4.21 0.00
12.00 55.95 32,977 21.77 7.27 7.27 0.00
13.00 7.38 90,624 23.65 11.64 11.64 0.00
14.00 4.74 72,305 23.14 10.17 10.17 0.00
15.00 3.61 53,171 22.53 8.80 8.80 0.00
16.00 2.54 34,993 21.85 7.43 7.43 0.00
17.00 2.03 18,910 21.13 6.03 6.03 0.00
18.00 1.56 5,940 20.40 4.79 4.79 0.00
19.00 1.39 229 20.02 1.40 1.40 0.00
20.00 1.25 206 20.01 1.26 1.26 0.00
21.00 1.14 188 20.01 1.15 1.15 0.00
22.00 1.04 171 20.01 1.04 1.04 0.00
23.00 0.93 153 20.01 0.93 0.93 0.00
24.00 0.82 135 20.01 0.83 0.83 0.00
25.00 0.00 0 20.00 0.00 0.00 0.00
26.00 0.00 0 20.00 0.00 0.00 0.00
27.00 0.00 0 20.00 0.00 0.00 0.00
28.00 0.00 0 20.00 0.00 0.00 0.00
29.00 0.00 0 20.00 0.00 0.00 0.00
30.00 0.00 0 20.00 0.00 0.00 0.00

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NHC.12-11-13 Type III 24-hr 100 YR Rainfall=10.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Runoff Area=12.580 ac Runoff Depth=0.99"
Tc=15.0 min CN=30 Runoff=5.53 cfs 1.040 af
Subcatchment 2S: Post Runoff Area=12.580 ac Runoff Depth=7.52"
Tc=5.0 min CN=80 Runoff=108.42 cfs 7.884 af
Pond 1 P: Infil Basin Peak Elev=24.17' Storage=112,079 cf Inflow=108.42 cfs 7.884 af
Discarded=13.91 cfs 7.103 af Primary=23.15 cfs 0.782 af Outflow=37.06 cfs 7.884 af

F:1Projects12013113063 Freestanding ER Dept. - NHRMC(Scotts HiII)1Calculations\Hydrocad1
13063.NHC.12-11-13 Type III 24-hr 100 YR Rainfall=10.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1P: Infil Basin
Inflow Area = 12.580 ac, Inflow Depth = 7.52" for 100 YR event
Inflow = 108.42 cfs @ 12.07 hrs, Volume= 7.884 of
Outflow = 37.06 cfs @ 12.35 hrs, Volume= 7.884 af, Atten= 66%, Lag= 16.9 min
Discarded = 13.91 cfs @ 12.35 hrs, Volume= 7.103 af
Primary = 23.15 cfs @ 12.35 hrs, Volume= 0.782 af
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 24.17' @ 12.35 hrs Surf.Area= 46,049 sf Storage= 112,079 cf
Plug-Flow detention time= 71.2 min calculated for 7.884 af(100% of inflow)
Center-of-Mass det. time= 71.2 min ( 865.0 - 793.9 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 159,244 cf Infiltration Area(Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
20.00 13,668 0 0
21.00 19,118 16,393 16,393
22.00 25,566 22,342 38,735
23.00 32,336 28,951 67,686
24.00 41,900 37,118 104,804
25.00 66,979 54,440 159,244
Device Routing Invert Outlet Devices
#1 Discarded 0.00' 13.050 in/hr Exfiltration -(Full Rate Avg. of 1-2& I-3) over Surface area
#2 Primary 19.50' 36.0" x 220.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.00' S= 0.0023 'I' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#3 Device 2 23.80' 4.00'x 4.00' Horiz. Top of Primary Outlet Box Limited to weir flow
C= 0.600
#4 Device 2 23.80' 4.00'x 4.00' Horiz. Top of Secondary Outlet Box Limited to weir flow
C= 0.600
Discarded OutFlow Max=13.90 cfs @ 12.35 hrs HW=24.16' (Free Discharge)
t-1=Exfiltration -(Full Rate Avg. of 1-2&I-3) (Exfiltration Controls 13.90 cfs)
Primary OutFlow Max=23.03 cfs @ 12.35 hrs HW=24.16' (Free Discharge)
t-2=Culvert (Passes 23.03 cfs of 47.42 cfs potential flow)
-3=Top of Primary Outlet Box (Weir Controls 11.52 cfs @ 2.0 fps)
Top of Secondary Outlet Box (Weir Controls 11.52 cfs @ 2.0 fps)

F:1Projects12013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad1
13063.NHC.12-11-13 Type III 24-hr 100 YR Rainfall=10.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1 P: Infil Basin
Hydrograph
120= -- - ;.
115i • 108.42 cfs �Inflow
110 . .-- ---:._ .,._ ,_. _:. - - _-_- __ Outflow
105 . - - : . —Discarded
100- Inflow Area=12.580 ac -Primary
' 3 ;
90= - : .; ---=- =-- - : peak Elev=24.17' _..
85=
-- -- - : _ _ Storag�=112,Q79 'cf -
75- i, -
a 70_
u 65= '
60_ . ..— - ,
g 85�..
50=
45-
40. : k 37 O6 cfs' • -
35
30 123.15 cfs
251 ', :
20 1' - 113. cfs I -
10
0 1 2 3 4 5 6 7 8 9 10 11 12. 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

F:1Projects\2013113063 Freestanding ER Dept. - NHRMC (Scotts HiII)1Calculations\Hydrocad\
13063.NHC.12-11-13 Type III 24-hr 100 YR Rainfall=10.00"
Prepared by Norris &Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Hydrograph for Pond 1 P: Infil Basin
Time Inflow Storage Elevation Outflow Discarded Primary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 20.00 0.00 0.00 0.00
1.00 0.00 0 20.00 0.00 0.00 0.00
2.00 0.00 0 20.00 0.00 0.00 0.00
3.00 0.00 0 20.00 0.00 0.00 0.00
4.00 0.00 0 20.00 0.00 0.00 0.00
5.00 0.08 12 20.00 0.07 0.07 0.00
6.00 0.30 47 20.00 0.29 0.29 0.00
7.00 0.66 104 20.01 0.64 0.64 0.00
8.00 1.16 186 20.01 1.14 1.14 0.00
9.00 2.18 348 20.03 2.12 2.12 0.00
10.00 3.53 568 20.04 3.47 3.47 0.00
11.00 6.17 2,872 20.20 4.46 4.46 0.00
12.00 73.95 50,481 22.43 8.61 8.61 0.00
13.00 9.45 98,174 23.84 13.10 12.19 0.91
14.00 6.05 82,923 23.44 11.05 11.05 0.00
15.00 4.59 64,831 22.91 9.59 9.59 0.00
16.00 3.23 46,611 22.30 8.33 8.33 0.00
17.00 2.57 29,429 21.62 6.98 6.98 0.00
18.00 1.98 14,923 20.92 5.65 5.65 0.00
19.00 1.77 3,341 20.23 4.51 4.51 0.00
20.00 1.59 261 20.02 1.59 1.59 0.00
21.00 1.45 238 20.02 1.45 1.45 0.00
22.00 1.31 216 20.02 1.32 1.32 0.00
23.00 1.18 194 20.01 1.18 1.18 0.00
24.00 1.04 172 20.01 1.05 1.05 0.00
25.00 0.00 0 20.00 0.00 0.00 0.00
26.00 0.00 0 20.00 0.00 0.00 0.00
27.00 0.00 0 20.00 0.00 0.00 0.00
28.00 0.00 0 20.00 0.00 0.00 0.00
29.00 0.00 0 20.00 0.00 0.00 0.00
30.00 0.00 0 20.00 0.00 0.00 0.00

North Corridor
E ergency Department
NHC Calcs
**50yr-24hr calculations w/ emergency spillway only

. ,
-2S
P4st
A:3
Infil Basin
f Subcat Reach on Link Drainage Diagram for 13063.NHC.E.SPILLWAYONLY.12-11-13
Prepared by Norris&Tunstall Consulting Engineers 12/11/2013
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC

F:1Projects12013113063 Freestanding ER Dept. - NHRMC(Scotts Hill)1Calculations\Hydrocad\
13063.NHC.E.SPILLWAYONLY.12-11-13 Type III 24-hr 50 YR-NHC Rainfall=9.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: Post Runoff Area=12.580 ac Runoff Depth=6.57"
Tc=5.0 min CN=80 Runoff=95.27 cfs 6.886 af
Pond 1P: Infil Basin Peak Elev=24.61' Storage=134,895 cf Inflow=95.27 cfs 6.886 af
Outflow=37.98 cfs 4.668 af

F:\Projects\2013\13063 Freestanding ER Dept. - NHRMC (Scotts HiII)\Calculations\Hydrocad\
13063.NHC.E.SPILLWAYONLY.12-11-13 Type III 24-hr 50 YR-NHC Rainfall=9.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 113: Infil Basin
Inflow Area = 12.580 ac, Inflow Depth = 6.57" for 50 YR-NHC event
Inflow = 95.27 cfs @ 12.07 hrs, Volume= 6.886 af
Outflow = 37.98 cfs @ 12.30 hrs, Volume= 4.668 af, Atten= 60%, Lag= 13.4 min
Primary = 37.98 cfs @ 12.30 hrs, Volume= 4.668 af
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs
Peak Elev= 24.61' @ 12.30 hrs Surf.Area= 57,140 sf Storage= 134,895 cf
Plug-Flow detention time= 185.1 min calculated for 4.660 af(68% of inflow)
Center-of-Mass det. time= 91.1 min ( 888.7 - 797.6 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 159,244 cf Infiltration Area(Prismatic) Listed below (Recaic)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
20.00 13,668 0 0
21.00 19,118 16,393 16,393
22.00 25,566 22,342 38,735
23.00 32,336 28,951 67,686
24.00 41,900 37,118 104,804
25.00 66,979 54,440 159,244
Device Routing Invert Outlet Devices
#1 Primary 19.50' 36.0" x 220.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 19.00' S= 0.0023 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 23.80' 4.00' x 4.00' Horiz. Top of Secondary Outlet Box Limited to weir flow
C= 0.600
Primary OutFlow Max=37.94 cfs @ 12.30 hrs HW=24.61' (Free Discharge)
t-1=Culvert (Passes 37.94 cfs of 52.05 cfs potential flow)
4-2=Top of Secondary Outlet Box (Weir Controls 37.94 cfs @ 2.9 fps)

F:1Projects\2013113063 Freestanding ER Dept. - NHRMC (Scotts Hill)1Calculations\Hydrocad\
13063.NHC.E.SPILLWAYONLY.12-11-13 Type III 24-hr 50 YR-NHC Rainfall=9.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 12/11/2013
Pond 1P: Infil Basin
Hydrograph
105€ ......... .... . .•.-- • •
100' 95.27 cfs I —Inflow
95= —Primary!
90
i 85-E
Inflow Area=72:5�80-ae_
80;
Peak Elev-24.61' -
75-'_
:
65= �7trage='I34,895 cf
.
i 60:
• 55-
0 50- _
• 4J7 :..
40= 137.98 cfs
35'
30'_ .__.
25: ... .. .:.. :- - - - - . .
20=
15-E
10
0 1 2 3 4 66 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)

North Corridor
Emergency Department
SD, ED, & EC Calcs

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CHART F-16
NEW YORK DOT DISSIPATER METHOD FOR USE IN DEFINED CHANNELS
(Source: "Bank and Channel Lining Procedures", New York Department of
Transportation, Division of Design and Construction. 1971)
Note: To use the following chart you must know:
1) Q full capacity
2) Qio
3) V full
4) Vio
Where Q=discharge in cfs and V=Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter
For pipe arch, arch and box culverts, and paved area channel outlets,
Do Ao,where A=cross-sectional area of flow at outlet.
For multiple culverts,use Do 1.25xDo of single culvert.
Step 3) For apron grades of 10%or steeper, use recommendations for next higher zone.
(Zones 1 through 6).
25 1 : , , , ,, 1 1 1 1 : i ll j
111(l Y 1 1 1 1 .1 1 . ;l , .
'fi\t llll1; : 1: 11.; 1; iI; 1, ,•
•1 • • II • ,• II 1111 .1111 . 1 11 • 11 .1 .
II, I, ,' , , . 1 1;; • 11; 111 [1111. 1 1 1 ,
20 , • ::: 111: ;;1 111
{ •ll 1 . 1 li`1 . 111 11111 I; ; 1•; : 1 111111 • I .
l.i \I . 1111 1y 11 11 _J 11; 1 1:11
1• 1 Illlj ,A\\V 111: 111111111 ;Illlll 1 1111/111
11 �11 ' I 11 1111 ' 11 1 ; II 1-
` 111 II�' 1;1• i1. 1 ; 11; • 1;11 11 . 1 111
,• 1 ; ;y ; 1: 1 : 1. 1 ;; 1 ,11 .I . il 11 11 ;11 11 ;; ; •-
,i \\\VyY..,1 ,\\yY'1 . 1 I 1 1 • 1 1 I I .1 I
II 111111 „, . , '' ''' ,, I Ili ; ; ;; i ; l
11• , I 11; 1 I . 11 .. .1 • . 1 ; 111.1 •II ;11 • • I
1 •Y 1 1 1` 1 1 ;1 , 1 1
15 " • ;1 1 1111 1 1 . 11 • • ' 1 1
C �® ,��Q III., 11 1111111
L 111 1 II 1111•
1•. 111 , 1' , 1 I 1. 111 . 1 III. 1 II 11111 .;
11 . 1 • , 111 ;1 ,111 5 ;; • 1;,111; ; 11 1111.1 II , , 11111 11
1 1y 1111 II 1 11 11 1.111 1 II .111111
1111141I1 III I I i 111i111 11111 I11111 II 11.1111 II
0 , 1 • 1U . . 1 .1 .111111 1111 .•1 1 . I . ' . 1111
o t: 1 I ; .
-, 10 Illlll 111.111. 1 111 1 . . 11111
L1,J •` 1 . 11 •Il • 1. I : I' I
• 11111 I II{ 1I ;;; 1111111 •
III, 1 \Illlll II II III111111111
, 1 ; 2 I ;. : ;; 31 ;:'; I ,1 ; 1;1 ;;.4 II {. , 1111111
5 III , ; 1 II . 11, 111, .II 111 111, II111111
•{ 111, • ; 11 • it II 11 ;1 ,; ;; ; ; ;
I 1 .11111 1111111I11111 11 11 { 11111 11
Illlll 11 . 1111111 11; 1 . 11 111
• 1 1 Illlll; ; 11. 11111111 II 1 ,• 1 .1111111
111 1111 I' . . 1111111111 1111111 .11111
111I `q1 ; Illlll; 111 ; 11 . ;; ;i 111111111
: •i .1 ; ,ll . 11111 11 { 11111 111 1. 1l .l ,
1111 1 . n(' ;; ; . 111 l lll . , 11�
eei'Se•a•6 I I I
0' 5' 10' 15' 20' 25'
DIAMETER (FL.)
Source: Erosion and Sediment Control Planning and Design Manual,NC Department of
NCRD, Land Quality Section, September 1988,Rev. 12/93.
5-38

CHART F-17
LENGTH OF APRON
ZONE APRON MATERIAL TO PROTECT TO PREVENT SCOUR I
CULVERT HOLE USE L2
LI ALWAYS i
L2
i STONE FILLING (FINE) CLASS A 3xDo 4xDo
2 STONE FILLING(LIGHT) CLASS B 3xDo 6xDo
3 STONE FILLING (MEDIUM) CLASS 1 4xDo 8xDo
4 STONE FILLING (HEAVY) CLASS 1 4xDo 8xDo
5 STONE FILLING(HEAVY) CLASS 2 5xDo lOxDo
STONE FILLING(HEAVY) CLASS 2 6xDo 10xDo
7 SPECIAL STUDY REQUIRED (ENERGY . .
DISSIPATERS, STILLING BASIN OR
LARGER SIZE STONE)
Width=3 times pipe diameter (min.)
DETERMINATION OF STONE SIZE FOR DUMPED STONE CHANNEL
LININGS AND REVETMENTS
Step 1) Use figure F-18a to determine maximum stone size (e.g. for 12 Fps=20" or 550
lbs.)
Step 2) Use figure F-18b to determine acceptable size range for stone (for 12 FPS it is
125-500 lbs. for 75% of stone, and the maximum and minimum range in weight
should be 25-500 lbs.)
NOTE: In determining channel velocities for stone linings and revetment, use the
following coefficients of roughness:
Diameter Mannings Minimum thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissipaters)
Source: Erosion and Sediment Control Planning and Design Manual, NC Department of NRCD,
Land Quality Section, September 1988, Rev. 12/93.
5-39

Date Design NORRIS & TUNSTALL Wilmington, NC Sheet
12 12-113 J168 CONSULTING ENGINEERS P.C.= Brunswick County, NC
Of
Check Job For Job No.
l 1. w l Det,2 em6. O r. W�3~En- Ck1 I 3e40.3
1a l&uart-e
. 0 _. .t a.1 y2_E, .t • :. . ,. ..Cm..cs
FlicA,1 mow% G `iL gt0,241% ( E or+- c
23 3 ems_. ...... . .

Outlet Swale - 100yr storm
Worksheet for Trapezoidal Channel
Project Description
Project File c:lhaestad\fmw12013113063113063.sw
Worksheet Outlet Ditch
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.003000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 2.00 ft
Discharge 23.03 cfs
Results
Depth 1.48 ft
Flow Area 9.54 ft2
Wetted Perimeter 11.37 ft
Top Width 10.88 ft
Critical Depth 1.01 ft
Critical Slope 0.016117 ft/ft
Velocity 2.41 ft/s
Velocity Head 0.09 ft
Specific Energy 1.57 ft
Froude Number 0.45
Flow is subcritical.
12/12/13 FlowMaster v5.13
01:29:5.?PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 [phone] Page 1 of 1

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