SW8130302_HISTORICAL FILE_20130418

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SW8 1�0302
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
0),A
YYYYMMDD

PIMA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P E
Governor Director
April 18, 2013
Brett Matthews, Member/Manager
R & S Matthews Properties, LLC
609 Executive Place
Fayetteville, NC 28305
Subject State Stormwater Management Permit No SW8130302
Taco Bell — South Monkey Junction
High Density Commercial Infiltration Trench / Chamber Project
New Hanover County
Dear Mr Matthews
John Skvarla
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Taco Bell —
South Monkey Junction on April 16, 2013 Staff review of the plans and specifications has determined that the
project, as pproposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H 1000 and Session
Law 2008-211 We are forwarding Permit No SW8130302 dated April 18, 2013, for the construction, operation and
maintenance of the BMP's and built -upon areas associated with the subject project
This permit shall be effective from the date of issuance until April 18, 2021, 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
changes of 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 ROB of the North Carolina General Statutes, and must be filed with the OAH within thirty
20) days of receipt of this permit You should contact the OAH with all questions regarding the fling fee �if a filing
e is required) and/or the details of the filingg process at 6714 Mail Service Center, Raleigh NC 27 99-6 14, 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 Chris Baker, at (910)
7967215
SI brely, C
For Charles V+>'akild, P E ,Director
Division of Water Quality
GDS/csb S 1WQS1StormwatehPermits & Projects120131130302 HDQ013 04 permit 130302
cc John Richards, P E , Thomas & Hutton
New Hanover County Building Inspections
New Hanover County Engineering
Wilmington Regional Office Stormwater File
1617 Mall Service Center Raleigh North Carolina 27699 1617
Location 512 N Salisbury St Raleigh North Carolina 27604
Phone [phone] FAX 919A07-6492
Internet w nmaterouahN olg
O
NorthCarolina
Naturally
An Equal Opportunity 1 Af rmaM Acton Employer

State Stormwater Management Systems
Permit No SW8 130302
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
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
R & S Matthews Properties, LLC
Taco Bell — South Monkey Junction
5972 Carolina Beach Road, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of an infiltration trench in compliance with the
provisions of Session Law 2008-211 and 15A NCAC 2H 1000 (hereafter collectively
and separately referred to as 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 of Water Quality and considered a part of this permit
This permit shall be effective from the date of issuance until April 18, 2021, 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 18 of this permit The stormwater control has been
designed to handle the runoff from 23,522 square feet of impervious area
3 The tract will be limited to the amount of built -upon area indicated in Section 18
on page 3 of this permit, and as shown on the approved plans The built -upon
area for the future development is limited to 162 square feet
4 All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans
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 streams and rivers, and the mean high water line of
tidal waters
Page 2 of 7

State Stormwater Management Systems
Permit No SW8 130302
7 The following design criteria have been permitted for the infiltration trench system
and
must be provided and maintained at design condition
a
Drainage Area, ycres
068
Onsite, ft
29,630
Offsite, ft2
N/A
b
Total Impervious Surfaces, ft2
23,522
Onsite, ft
23,522
Offsite, ft2
N/A
c
Design Storm, inches
1 5
d
Trench Length, feet
128 (section 1), 91 (section 2)
e
Trench Width, feet
32 (section 1), 16 (section 2)
f
Trench Depth, feet
233
Bottom Elevation, FMS6
38
h
Bottom Surface Area, ft
5,641
1
Bypass Weir Elevation, FMSL
4033
i
Storm Chamber X-sect Area, in2
4032
k
Perforated Pipe Length, ft
1,505
1
Permitted Storage Volume, ft3
7,092
m
Predevelopment 1 yr 24 hr peak flow, cfs
002
n
Type of Sod
Sand
o
Expected Infiltration Rate, in/hr
10
p
Seasonal High Water Table, FMSL
36
q
Time to Draw Down, hours
24
r
Receiving Stream/River Basin
Mott Creek / Cape Fear
s
Stream Index Number
18-82
t
Classification of Water Body
"C,Sw"
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
3 The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency The approved Operation and Maintenance Plan must be followed in its
entirety and maintenance must occur at the scheduled intervals including, but not
limited to
a Semiannual scheduled inspections (every 6 months)
b Sediment removal
c Mowing and revegetation of slopes and the vegetated filter
d Immediate repair of eroded areas
e Maintenance of all slopes in accordance with approved plans and
specifications
f Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter
g A clear access path to the bypass structure must be available at all times
4 The facilities shall be constructed as shown on the approved plans This permit
shall become voidable unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data
Page 3 of 7

State Stormwater Management Systems
Permit No SW8 130302
If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility
6 A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction
7 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
8 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
9 Access to the stormwater facilities shall be maintained via appropriate
easements at all times
10 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 The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought
d Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan
11 The permittee shall submit final site layout and grading plans for any areas noted
as future development on the approved plans, prior to construction
12 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
This permit is not transferable to any person or entity except after notice to and
approval by the Director At least 30 days prior to a change of ownership, or a
name change of the permittee or project, or a mailing address change, the
permittee must submit a completed and signed Name/Ownership Change form to
the Division of Water Quality, accompanied by the appropriate documentation as
listed on the form The approval of this request will be considered on its merits
and may or may not be approved
Page 4 of 7

State Stormwater Management Systems
Permit No SW8 130302
2 Approved plans, application, supplement forms, Operation and Maintenance
agreements, design calculations and specifications for this protect are
incorporated by reference and are enforceable parts of the permit
3 The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request Neither the sale of the protect
area in whole or in part, nor the conveyance of common area to a third party
constitutes an approved transfer request
4 Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215 6A to 143-215 6C
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 fad to perform satisfactorily, including the creation of
nuisance conditions, 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 18th day of April, 2013
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No SW8 130302
Taco Bell — South Monkey Junction
Stormwater Permit No SW8 130302
New Hanover County
Designer's Certification
I, , as a duly registered
in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications
The checklist of items on page 2 of this form is included in the Certification
Noted deviations from approved plans and specification
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No SW8 130302
Certification Requirements
1 The drainage area to the system contains approximately the permitted
acreage
2 The drainage area to the system contains no more than the permitted
amount of built -upon area
3 All the built -upon area associated with the project is graded such that the
runoff drains to the system
4 All roof drams are located such that the runoff is directed into the system
5 The bypass structure weir elevation is per the approved plan
6 The bypass structure is located per the approved plans
7 A Trash Rack is provided on the bypass structure
8 All slopes are grassed with permanent vegetation
9 Vegetated slopes are no steeper than 3 1
10 The inlets are located per the approved plans and do not cause short-
circuiting of the system
11 The permitted amounts of surface area and/or volume have been
provided
12 All required design depths are provided
13 All required parts of the system are provided
14 The required system dimensions are provided per the approved plans
cc NCDENR-DWQ Regional Office
New Hanover County Building Inspections
Page 7 of 7

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules ❑ Coastal SW —1995 ❑ Coastal SW — 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
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)
Taco Bell - South Monkey Junction
2 Location of Project (street address)
5972 Carolina Beach Road
City Wilmington County New Hanover Zip 28412
3 Directions to project (from nearest major intersection)
Approximately 1200 LF south of the intersection of Sanders Road and Carolina Beach Road
4 Latitude 34' 07 21" N Longitude 77' 54' 02" W of the main entrance to the project
II PERMIT INFORMATION
1 a Specify whether project is (check one) ®New ❑Modification ❑ Renewal w/ Modification'
'RGne vals roith modifications also requires SW U-102 — Ruiczoat Application Form
b If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberN/A , 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 ®High Density ❑Drams 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 DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, N/A 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 0 91 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit Proposed Impacts
b If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit
5 Is the project located within 5 miles of a public airport? ®No ❑`
If yes, see S L 2012-200, Part VI http //portal ncdenr org/web/wci rR 'im,
MAR 01 2013
form SWU-101 Version 06Aug2012 Page 1 of

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 R & S Matthews Properties, LLC
Signing Official & Title Brett A Matthews - Member/Manager
b Contact information for person listed in item 1a above
Street Address 609 Executive Place
City Fayetteville State NC Zip 28305
Mailing Address (if applicable)
City
Phone (910 ) 323-9700
Email brett@ffinc net
State
Zip
Fax (910 ) 323-9703
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
Mailing Address (if applicable)
City
Phone f )
Email
State
State
Fax
Zip
Zip
3 a (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project
Other Contact Person/Organization
Signing Official & Title
b Contact information for person listed in item 3a above
Mailing Address
City
Phone 1
Email
4 Local jurisdiction for building permits
State
Fax
Point of Contact Reggie Hucks Phone #
Form SWU-101 Version 06Aug2012 Page 2 of
Zip
m
MAR 01 200

IV PROJECT INFORMATION
1 In the space provided below, bnefly summarize how the stormwater runoff will be treated
Underground detention/infiltration system
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 PUDApproval Date N/A
❑ 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 drams to the Cape Fear River basin
4 Total Property Area 0 91 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
0 91 acres
Total project area shall be calculated to exclude thefollowing the normal pool of imyounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line and coastal wetlands landwardfrom 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 = 59 5 %
9 How many drainage areas does the project have7l (For high density, count I for each proposed engmecred
stormzater BMP For low density and other projects, use I 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
Drama e Area 1
Drama e Area _
Drama e Area _
Drainage Area _
Receiving Stream Name
Mott Creek
Stream Class *
CSW
Stream Index Number *
18-82
Total Drainage Area (sf)
29,630
On -site Drainage Area (sf)
29,630
Off -site Drainage Area (sf)
0
Proposed Impervious Area** (sf)
23,522
% impervious Area** (total)
794
Im ervious" Surface Area
Drama e Area 1
Draina e Area _
Draina e Area _
Draina e Area _
On -site Buildings/Lots (sf)
2,489
On -site Streets (sf)
0
On -site Parking (sf)
20,023
On -site Sidewalks (sf)
848
Other on -site (sf)
0
Future (sf)
162
Off -site (sf)
0
4 ee
Existing BUA*** (sf)
0
i
Total (sf)
23,522
AV
Stream Class and Index Number can be determined at lid //portal nedenr org zoeb/zuq/ps/csu/classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc
Report only that amount of existing BUA that will remain after development Do not report any existing BUA that is
to be removed and which will be replaced by new BUA
Form SWU-101 Version 06Aug2012 Page 3 of 6

11 How was the off -site impervious area listed above determined? Provide documentation
Proiects m Union County Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endanger ed Species watershed that may be subject to more stringent stormwater requirements as pet 15A 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 httl2 //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 Water Quality (DWQ)
A complete package includes all of the items listed below A detailed application instruction sheet and BMP
checklists are available from httj2 / /portal ncdenr org/web/wq/ws/su/statesw/forms does The complete
application package should be submitted to the appropriate DWQ Office (The appropriate office maybe
found by locating project on the interactive online map athttu //portal ncdenr org/web/wq/ws/su/maQs )
Please indicate that the following required information have been provided by mrtialine 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 httn //portal ncdenr org/web/wq/ws/su/statesw/forms does
Initials
1 Original and one copy of the Stormwater Management Permit Application Form --Tot
2 Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants 'ShK
Form (if required as per Part VII below)
3 Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M 1�
agreement(s) for each BMP
4 Permit application processing fee of $505 payable to NCDENR (For an Express review, refer to Isf4e_
http //www envhelp org/pages/onestopexpress html for information on the Express program
and the associated fees Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting )
5 A detailed narrative (one to two pages) describing the stormwater treatment/management for S
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 Slit
receiving stream drains to class SA waters within 1h mile of the site boundary, include the 1h
mile radius on the map
7 Sealed, signed and dated calculations (one copy) TNR
8 Two sets of plans folded to 8 5" x 14" (sealed, signed, & dated), including S�1R
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 wat B10E'V�
1 Dimensioned property/project boundary with bearings & distances
I Site Layout with all BUA identified and dimensioned MAR 01 2013
k Existing contours, proposed contours, spot elevations, finished floor elevations
1 Details of roads, drainage features, collection systems, and stormwater control mea es
in Wetlands delineated, or a note on the plans that none exist (Must be delineated by z6Y — —
qualified person Provide documentation of qualifications and identify the person who
made the determination on the plans
n Existing drainage (including off -site), drainage casements, 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)
Form S W U 101 Version 06Aug2012 Page 4 of 6

Copy of any applicable sods report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs Include an 8 5"x11" copy of the NRCS County Sods map with the
project area clearly delineated For projects with infiltration BMPs, the report should also
include the sod type, expected infiltration rate, and the method of determining the infiltration rate
(Infiltration Devices submitted to WiRO Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone] )
10 A copy of the most current property deed Deed book 5682 Page No 1075-1079
11 For corporations and limited liability corporations (LLC) Provide documentation from the NC 17A
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
htto //www secretary state nc us/Corporations/CSearch aspx
VIl 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
htto //portal ncdenr org/web/wq/ws/su/statesw/forms does Download the latest versions for each submittal
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the websde, 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 DWQ, and that they will be recorded prior to the sale of any lot
VIII CONSULTANT INFORMATION AND AUTHORIZATION
Applicant Complete this section of 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 lohn Richards PE
Consulting Firm
Mailing Address 1350 Farrow Parkway
City Myrtle Beach State SC Zip 29577
Phone (843 ) 839-3545
Email richards 1 @thomasandhutton com
Fax (843 ) 839-3565
IX PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (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
ECEIVE
MAR 01 2013
BY _
Fonn SWU-101 Version 06Aug2012 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agert (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days, otherwise I will be operating a stormwater treatment
facility without a valid permit I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-2151 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215 6
Signature Date
I, , a Notary Public for the State of , County of
do hereby certify that
personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit Witness my hand and official seal,
SEAL
My commission expires
X APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Information, itein la) Brett A Matthews
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 unde�l5A NCAC 2H 1000 and any other applicable state stormwater requirements
Signature *::?
Date .2 -tl -1 3
I, w2CA kJ A- , a Notary Public for the
State soft /l County of
do hereby certify that tSAZZ Y, Q ILPtfA¢� personally appeared
before me this IL day of ( 3 and acknowledge the due execution of the application for
a stormwater permit Witness my hand and official seal,
SEAL
My commission
5-3-7or5
iECEIVE
MAR 012013
BY_
Form SWU-101 Version 06Aug2012 Page 6 of

14 THOMAS & HUTTON Letter of Transmittal
Engineering I Surveying I Planning I GIs I Consulting
To NCDENR Date 4/15/13
Chris Baker Job 24079 0001 500
Division of Water Quality
127 Cardinal Drive Extension Re Taco Bell South Monkey Junction
Wilmington NC 28405
WE ARE SENDING YOU THE FOLLOWING ITEMS (❑ attached) (❑ under separate cover via
❑ Shop Drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ❑ Other
Copies
Date
Description
2 sets
Site Plans
1
Copy of comments
THESE ARE TRANSMITTED AS CHECKED BELOW
❑ For Approval ❑ Approved as Submitted
❑ For Your Use ❑ Approved as Noted
❑ As Requested ❑ Returned for Corrections
❑ For Review and Comment
Remarks
Please find the attached plans per your request
Copy to
❑ Resubmit
❑ Submit
❑ Return
Copies for Approval
Copies for Distribution
Corrected Prints
ECE'VE
APR 16 2013
BY
Signed IdcL/R"Wry
1350 Farrow Parkway 1 PO Box 80001 Myrtle Beach, SC 295781 843 839 35451 Fax [phone]

"4
NC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
April 10, 2013
Brett Matthews, MemberlManager
R & S Matthews Properties, LLC
609 Executive Place
Fayetteville, NC 28305
Division of Water Quality
Charles Wakild, P E
Director
Subject Request for Additional Information
Stormwater Protect No SW8130302
Taco Bell — South Monkey Junction
New Hanover County
Dear Mr Matthews
John Skvarla
Secretary
The Wilmington Regional Office received a Stormwater Management Permit Application for Taco Bell — South Monkey
Junction on March 1 2013 A preliminary review of that information has determined that the application Is not complete
The following information is needed to continue the stormwater review
Thank you for quick response to the comments submitted by our office on April 3, 2013 The updated plan sheets
and supplemental form have addressed the comments however two (2) sets of plans are required by our office
Please submit an additional plan set of corrected plan sheets CO C31, and C4 2
Please note that this request for additional information is in response to a partial, preliminary review The requested
information should be received by this Office prior to May 10 2013, or the application will be returned as incomplete The
return of a project will necessitate resubmittal of all required items, including the application fee
If you need additional time to submit the information please mail, email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter The request must indicate the date by which you expect
to submit the required information The Division is allowed 90 days from the receipt of a completed application to issue the
permit
The construction of any impervious surfaces other than a construction entrance under an approved Sedimentation Erosion
Control Plan, is a violation of NCGS 143 2151 and is subject to enforcement action pursuant to NCGS 143 215 6A
Please reference the State assigned project number on all correspondence Any original documents that need to be
revised have been sent to the engineer or agent All original documents must be returned or new originals must be
provided Copies are not acceptable If you have any questions concerning this matter please feel free to call me at (910)
796 7215 or email me at Chris baker@ncdenr gov
Sincerely,
Chris Baker
Environmental Engineer II
GDSlcsb S 1WQS1StormwaterlPermils & Projects120131130302 HD12013 04 addinfo 2130302
cc John Richards, P E , Thomas & Hutton Consulting
Wilmington Regional Office
1617 Mail Service Center Raleigh North Carolina 27699 1617
Lom on 512 N Salisbury St Raleigh North Carolina 27604
Phone [phone] FAX 919$07-6492
Internet w rimaterouahty oro
\ An Equal Opportunity l Affrmaive Action Employer
One
NorthCaroltna
)Naturally

HTHOMAS & HUTTON
Engineering I surveying I Plonning I GIs I Consulting
To NCDENR
Chris Baker
Division of Water Quality
127 Cardinal Drive Extension
Wilmington NC 28405
Letter of Transmittal
Date 4/9/13
Job 24079 0001 500
Re Taco Bell South Monkey Junction
WE ARE SENDING YOU THE FOLLOWING ITEMS (❑ attached) ❑ under separate cover via
❑ Shop Drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ❑ Other
Copies
Date
Description
1
4-8-13
Comment Response letter
2 sets
Site Plans
THESE ARE TRANSMITTED AS CHECKED BELOW
❑ For Approval ❑ Approved as Submitted
❑ For Your Use ❑ Approved as Noted
❑ As Requested ❑ Returned for Corrections
❑ For Review and Comment
Remarks
Copy to
WFCEOVEAPR 0 9 2013 ---
❑ Resubmit
❑ Submit
❑ Return
Copies for Approval
Copies for Distribution
Corrected Prints
TRIM APR 09 2013
Signed Ida Humey
1350 Farrow Parkway I PO Box 80001 Myrtle Beach SC 295781 843 839 35451 Fax [phone]
`�

THOMAS & HUTTON
NCDENR
Chris Baker
Division of Water Quality
127 Cardinal Drive Extension
Wilmington NC 28405
2155 KERR AVENUE, UNIT 5
WILMINGTON NC 28403 j 910 332 3360
WWW THOMASANDHUTTON COM
April 2013
RE Taco Bell South Monkey Junction
Comment Response
24079 0001 303
Per your comments dated April 4 2013 we offer the following responses
1 Junction Box # 3 detail shows three connecting pipes From the plan view there appears
to be four connecting pipes with the with the outlet pipe that supplies the upstream
Isolation chamber missing please correct
RESPONSE Revised as noted
2 Please label the Infiltration chamber junction box Junction Box # 3 as shown on the plan
view and the Infiltration chamber detail Also denote flow direction and label inlet or
outlet pipe on all connection pipes shown on Junction Box # 3 detail
RESPONSE Revised as noted
3 Please provide the cross -sectional area for the storm chambers under the "Trench Design
Parameters" section of the infiltration trench supplement form in the perforated pipe
diameter box Note that this is the x sectional area to the right of the box
RESPONSE The cross sectional area of the chamber is 403 2 sq•in This has been updated
on the trench supplement form
Sincerely
THOMAS &HUTTON
94g li
John Richards PE
Principal/Project Manager
CiElVER
V
APR 0 9 2013
BY _ -----
SAVANNAH GA I CHARLESTON SC I MYRTLE BEACH SC I BRUNSWICK GA

As
MC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P E
Governor Director
April 4, 2013
Brett Matthews, Member/Manager
R & S Matthews Properties, LLC
609 Executive Place
Fayetteville, NC 28305
Subject Request for Additional Information
Stormwater Project No SW8130302
Taco Bell - South Monkey Junction
New Hanover County
Dear Mr Matthews
John Skvarla
Secretary
The Wilmington Regional Office received a Stormwater Management Permit Application for Taco Bell — South Monkey
Junction on March 1, 2013 A preliminary review of that information has determined that the application is not complete
The following information is needed to continue the stormwater review
1 Junction Box #3 detail shows three connecting pipes From the plan view there appears to be four connecting pipes
with the with the outlet pipe that supplies the upstream isolation chamber missing, please correct
2 Please label the infiltration chamber junction box Junction Box #3 as shown on the plan view and the infiltration
chamber detail Also denote Flow direction and label inlet or outlet pipe on all connection pipes shown on Junction
Box #3 detail
3 Please provide the cross sectional area for the storm chambers under the Trench Design Parameters" section of the
infiltration trench supplement form in the perforated pipe diameter box Note that this is the x sectional area to the
right of the box
The requested information should be received by this Office prior to May 4 2013, or the application will be returned as
incomplete The return of a project will necessitate resubmittal of all required items, including the application fee
If you need additional time to submit the information, please mail, email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter The request must indicate the date by which you expect
to submit the required information
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion
Control Plan, is a violation of NCGS 143 2151 and is subject to enforcement action pursuant to NCGS 143 215 6A
Please reference the State assigned project number on all correspondence Copies are not acceptable If you have any
questions concerning this matter please feel free to call me at [phone] or email me at chris baker@ncdenr gov
Sincerely,
t� t
Chris Baker
Environmental Engineer II
GDS/csb S \WQS\Stormwater\Permits & Projects\2013\130302 HD\2013 04 addinfo 130302
cc John Richards, P E , Thomas & Hutton Consulting
Wilmington Regional Office
1617 Mail Service Center Raleigh North Carolina 27699 1617
Location 512 N Salisbury St Raleigh North Carolina 27604
Phone [phone] \ FAx [phone]
Internet w ncwaternualityom One
NorthCarohna
An Equal Oppohumty\Atfrmalive Action Employer Naturally

Sw g 1363dZ
Johnson, Kelly
From
Johnson, Kelly
Sent
Monday, March 04, 2013 9 30 AM
To
Lewis, Vincent
Cc
Russell, Janet
Subject
FW Taco Bell South Monkey Junction
Attachments
1807BReport-addw pdf
Vince,
Did you have a separate site visit report from this one? I don't see it in the file cabinet
KJ
From Richards, John [mailto richards JCalthomasandhutton com]
Sent Monday, March 04, 2013 9 15 AM
To Johnson, Kelly
Cc Lewis, Vincent, Hussey, Ida, Reel, Jack
Subject RE Taco Bell South Monkey Junction
Kelly,
Attached is a copy of the ECS report Mr Lewis met with ECS onsite to confirm the results
Please let me know if you need any additional info
Thanks,
John
John H Richards, P E
Principal/Project Manager
Thomas & Hutton
www thomasandhutton com
nchards i0thomasandhutton com
(P) 843-839-8424 (M) 843-458-0455
' ` Please consider the environment before you print this e-mail
From Johnson, Kelly [mailto kelly D tohnson(a)ncdenr aovl
Sent Monday, March 04, 2013 9 03 AM
To Richards, John
Cc Lewis, Vincent
Subject Taco Bell South Monkey Junction
(U Vince
John,
We received this application Have you had a soils test with Vince Lewis in my office (cc'd & 910 796 7378)? He does a
soils site visit prior to the submittal of each application
Thanks,
Kelly

ECS C A R O L I N A S L L P 'Setting the Standard for Service'
-- 1, Geotechnical • Construction Materials • Environmental • Facilities N,"'" eIE^9'^^^ rerimF b
February 20, 2013
Mr John Cockrum
Environments Unlimited
215 S Kerr Avenue
Wilmington, North Carolina 28403
Re Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lot 3 BRM Associates #1, LLC
Wilmington, New Hanover County, North Carolina
ECS Project No 22 18078
Dear Mr Cockrum
As requested, ECS met with Vincent Lewis of NCDENR to confirm the results of the seasonal
high water level estimation On February 12, 2013, two hand auger borings were performed on
the site The purpose of the hand auger borings was to stratify the subsurface sods and
estimate the seasonal high water table We evaluated the subsurface soil conditions by drilling
the hand auger bonngs to depths ranging from approximately 48 inches below the existing
ground surface at the approximate locations indicated on the attached sketch At that depth,
NCDENR confirmed our seasonal high water table estimation of 48 inches
In the hand auger bonngs, redoximorphic deplebons and concentrations of iron, known as
"drainage mottles", are used as soil indicators to estimate the seasonal high water table These
soil indicator features can form in a matter of days in ideal conditions and remain unchanged for
decades or more after the water table has changed
We appreciate the opportunity to be of service to you during the design phase of this project
and look forward to our continued involvement during the construction phase If you have any
questions concerning the information and recommendations presented in this report, please
contact us at [phone] for further assistance
Respectfully submitted,
ECS CAROLINAS, LLP
Winslow E Goins, P E
Project Engineer
North Carolina License No 033751
Kris amm rtE;CEIVEID
Principal
MAR 0 4 2013
BY
7211 Ogden Business Park Suite 201 Wilmington NC 28411 • T 910 686-9114 • F 910 686-9666 • w w ecslimited corn
FCS Capin Se;,A ., PLLC F,S Gaml,m,e LLP ECS Cenh n PLC ECS r rwRt Ll G ECS Id✓Jd&i t r LLC CC t'A it ,,C ECS .omt" it LLC FCS Tsars LLF

General Conditions
The evaluation, conclusions, and recommendations submitted in this report are based on the
exploration previously outlined and the data collected at the points shown on the attached
location plan This report does not reflect specific variations that may occur between test
locations The soundings were located at the requested locations selected by the client where
site conditions permitted and where it is believed representative conditions occur, but the full
nature and extent of variations between soundings and of subsurface conditions not
encountered by any sounding may not become evident until the course of construction If
variations become evident at any time before or during the course of construction, it will be
necessary to make a re-evaluation of the conclusions and recommendations of this report and
further exploration, observation, and/or testing may be required
This report has been prepared in accordance with generally accepted sod and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the foundation, excavating and earthwork subcontractors, if any,
shall require that the contractor certify that all work in connection with foundations, compacted
fills and other elements of the foundation or other support components are in place at the
locations, with proper dimensions and plumb, as shown on the plans and specifications for the
protect
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil exploration work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the sod studies will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such changed conditions The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further exploration as may be required to
properly evaluate these conditions
Further, it is understood that any specific recommendations made in this report as to on -site
construction review by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations

S-Wwe-'- 7y -P, 6{

Johnson, Kelly
From Richards, John [richards j@thomasandhutton com]
Sent Monday, March 04, 2013 9 15 AM
To Johnson, Kelly
Cc Lewis Vincent, Hussey, Ida, Reel, Jack
Subject RE Taco Bell South Monkey Junction
Attachments 18078Report-addw pdf
Kelly,
Attached is a copy of the ECS report Mr Lewis met with ECS onsite to confirm the results
Please let me know if you need any additional info
Thanks,
John
John H Richards, P E
Principal/Protect Manager
Thomas & Hutton
w thomasandhutton com
rlchards iCalthomasandhutton com
(P) 843-839 8424 (M) 843-458 0455
APlease consider the environment before you print this e-mail
From Johnson, Kelly fmailto kelly p Johnson( ncdenr qov]
Sent Monday, March 04, 2013 9 03 AM
To Richards, John
Cc Lewis, Vincent
Subject Taco Bell South Monkey Junction
John,
We received this application Have you had a soils test with Vince Lewis in my office (cc'd & 910 796 7378)7 He does a
soils site visit prior to the submittal of each application
Thanks,
Kelly
0hV-sow
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office 910 796 7331
Fax [phone]

Comple�tte�ness Review Checklist(0
Protect Name r o< i(N l" /c n�KFc �in�c (l� f Received Date C ) 3
Protect Location Accepted Date
Rule(s) [E2008 Coastal 1:11995 Coastal Phase II (WiRO) ❑Universal �1988 Coastal
Type of Permit ale r or Mod or PR Existing Permit # (Mod or PR) nPE Cert on F lei 1
Density H or LD Type Co merc�l or Residential
�NCG
00) Stream Class _ [:]SA Map
[]Offsite to SW8
_�(%
Subdivided? Subdivision or Sin le Lot 1 'ORW Map
nExempt
Paperwork Emaded Engineer on l fll p{ ( µ
ElSupplement(s) (1 original per BMP) BMP Type(s) vV« T6,,Fc
FiO&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
��phcation with correct original signatures
I0Corp or LLC Si Au h per SoS or letter [aeed
13$505 (within 6mo)
Dodds Report with SHWT Note to Reviewer
alculations (signedlsealed) r �6'mPC rA
�No obvious errors 6Rvv n p tv @ �o ^5
Density includes common areas, etc -4tilr�
Restrictions, if subdivided
& Notarized
Plans
F-12 Sets
®Grading
FiVicimty Map
Legend
Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Wetlands Delineated or No Wetlands
Layout (proposed BUA dimensions)
�DA Maps ❑Protect Boundaries
Infiltration Wet Pond Offsite
Soils Report i Sods Report �PE Cert for Master Lot #
4
SHWT Co O tie4 nSHWT Deed Rest for Master ❑Lot # Matches Master
Bottom 2? C) PP BUA Permitted (Master) sf
Visited qgrkq� I / BUA Proposed (Offsite) sf
Additional Information

6 MU
T2MTT"a
ON
ENGINEERING
+Na F-0871
' SOP -Ao
STORMWATER MANAGEMENT REPORT AND
EROSION CONTROL DESIGN
CONSIDERATIONS
FOR:
TACO BELL - SOUTH MONKEY JUNCTION
NEW HANOVER COUNTY, NC
PREPARED FOR:
R & S MATTHEWS PROPERTIES, LLC
ECEWE-
MA0 01 2013
BY_24 79.0001.406
FEBRUARY 7, 2013
Prepared by
F107M THOMAS & HUTTON
Savannah GA I Charleston SC I Myrtle Beach SC I Brunswick GA I Wilmington NC

STORMWATER MANAGEMENT REPORT and EROSION CONTROL DESIGN CONSIDERATIONS
Taco Bell - South Monkey Junction
Project Taco Bell South Monkey Junction
T&H Job Number 24079 0001 406
Location 5792 Carolina Beach Road Wilmington NC
Date Prepared February 7 2013
Revised
Owner R & S Matthews Properties LLC
Address PO Box 87886
Fayetteville NC 28403
Phone [phone]
Engineer Thomas & Hutton Engineering Co
Address 215 S Kerr Avenue
Wilmington NC 28403
Phone [phone]
Report Prepared By
Brian Riley
Report Reviewed By
John D Richards P E
Date 02/07/13
Date
Page

Taco Bell - South Monkey Junction Stormwater Management Report and
Erosion Control Design Considerations
TABLE OF CONTENTS
Section 1 - Summary of Results Page 1
Section 2 - Project Narrative Page 2
Section 3 - Purpose Page 4
Section 4 - Proposed Drainage System
Page 4
Section 5 - Stormwater Quantity Methodology
Page 5
Section 6 - Hydrology
Page 5
Section 7 - Pre -Development Runoff Calculations
Page 6
Section 8 - Post -Development Runoff Calculations
Page 7
Section 9 - Pre -Development Conditions
Page 8
Section 10 - Tall water Conditions
Page 8
Section 11 - Post -Development Conditions
Page 8
Section 12 - Conclusions
Page 8
ADDendices
USGS Vicinity Map Appendix A
Pre -Development Input and Output Appendix B
Post -Development Input and Output Appendix C
NCDENR Infiltration System Supplemental Calculations Appendix D
Rip Rap Outlet Structure Design Considerations Appendix E
Subsurface and Geotechnical Engineering Analysis Report Appendix F
The following can be found in pockets at the end of this report
Pre -Development Drainage Exhibit 11" x 17" Exhibit
Post -Development Drainage Exhibit 11 " x 17" Exhibit
Page 11
He Z\24079\240790001\Documents\Reports\2407900015tormwater Management Re port doc

Taco Bell — South Monkey Junction Stormwater Management Report and
Erosion Control Desian Considerations
SECTION 2- PROJECT NARRATIVE
Taco Bell — South Monkey Junction is a proposed commercial restaurant to be located on 0 91
acres at 5972 Carolina Beach Road in New Hanover County, NC The project site is
approximately 1 3 miles south of the intersection known as Monkey Junction (South College
Road & Carolina Beach Road) According to the New Hanover County Soil Survey, the native
soils on site are Rimini (Rm) belonging to hydrologic group A The current site conditions
consist of open space with a few remaining trees The existing topography is relatively flat with
slopes ranging from 0-2% The pre -development runoff for the site drains via overland flow
from west to east to the existing ditch along Carolina Beach Road The site is part of the Mott
Creek watershed which is classified C,Sw (index 18-82) and within the Cape Fear River Basin
The proposed high density commercial development will ultimately consist of a 2,451 sf
restaurant, parking lot and associated utilities The total land disturbance area is approximately
0 91 acres The post development storm water runoff will be stored and treated by the proposed,
on -site underground infiltration system
The storm water management system for the Monkey Junction Taco Bell is based on retention up
to and including the 10-year storm event and stormwater detention for larger storm events (i e
25-year, 50-year and 100-year storm events) The stormwater retention/detention will be
accomplished utilizing the StormTech underground stormwater management system The
proposed stormwater management system includes 212 StonnTech SC-3 10 chambers embedded
in 6-inch of stone (including bottom, top, sides and between chambers)
The NCDENR Stormwater BMP Manual (16 3 9 4) states 1f the applicant can demonstrate that
the 10 year, 24 hour storm event can be infiltrated without discharging the system using an
infiltration rate of one-half of the infiltration rate reported in the sods report no bypass, no
vegetated filter strip and no additional storage volume is required The soils investigation
reported a minimum infiltration rate of 21 4 m/hr at the depth approximately equal to the
proposed bottom of the underground detention Therefore, the proposed system for the site was
analyzed using an infiltration rate of 10 in/hr and results indicate that there will be no discharge
for the 10 year, 24 hour storm event
Additionally, the stormwater management system for the site was designed to meet the New
Hanover County stormwater management peak discharge requirements These require the post -
development peak discharge to be less than the pre -development discharge for the 2-, 10- and 24-
year storm events See Section 1 - Table 1 for the summary of the peak discharges for the site
H THOMAS & HUTTON
Z \24079\24079 0001\Documents\Reports\24079 0001 Stormwater Management Report doc Page 2

Taco Bell —South Monkey Junction Stormwater Management Report and
Erosion Control Design Considerations
BMP's will be used and maintained throughout the construction of the project to minimize
sediment and erosion control Sediment control devices will consist of temporary silt fencing,
inlet protection, grassing, and np rap stabilization at outlets and areas of concentrated flows All
sediment and erosion control devices will be in -place prior to construction and/or constructed as
necessary The project engineer and/or designated agents for the owner will monitor all
sediment and erosion control devices during construction The sediment and erosion devices will
be removed after permanent stabilization of the site has been accomplished The anticipated
construction sequence is as follows
t Install gravel construction entrance/exit, silt fence and tree protection
2 Clearing and grubbing
3 Install remaining drainage conveyances and erosion control
4 Site rough grading and infrastructure
5 Install curbs and stone base for paving
6 Budding Construction
7 Sidewalks and paving
8 Final grassing and stabilization
9 Restore drainage conveyances to design specifications, remove temporary erosion
control measures once site is permanently stabilized
H THOMAS & HUTTON
Z \24079\24079 0001 \Documents\Reports\24079 0001 Stormwater Management Report doe Page 3

Taco Bell - South Monkey Junction Stormwater Management Report and
Erosion Control Design C_onslderatlons
SECTION 3 - PURPOSE
• To define the limits of the drainage basin that contains this project
• To define the tailwoter conditions for the project
• To analyze 100-year storm events to demonstrate function of the stormwater system beyond
the required storm events relative to elevations of finished floor elevations of structures and
performance of emergency overflow structures
• To document that major drainage Infrastructure such as infiltration system and outfalls are
adequate for the proposed development within the site
• To document compliance with the New Hanover County Soil Erosion and Sedimentation
Control Ordinance
• To document compliance with regulatory requirements summarized as follows
New Hanover County
• Post Development peak runoff rates shall be detained for 2 10 and 25- year storm
• Peak stages in shall be below the minimum Finished Floor Elevations
• Drainage culverts shall be sized to accommodate runoff from at least the 25-year
storm The conveyance systems for this project will be privately owned and
maintained
NCDENR DWQ
• Control systems are designed for the water quality requirements of 1 5 inches of
runoff with a drawdown time between 2-5 days
• Control systems designed for a minimum of 85% average annual removal for total
suspended solids (TSS)
• Infiltration of the 10 year 24 hour storm event with zero discharge to eliminate the
need for an emergency bypass vegetative filter strip and additional storage volume
SECTION 4- PROPOSED DRAINAGE SYSTEM
The components of the proposed system are concrete curbs and gutters piped collection
system and underground Storm Tech infiltration system The proposed outfall will be located at
the northeast corner of the property and discharge into the existing roadside drainage ditch on
Carolina Beach Road
H THOMAS & HUTTON
Z \24079\24079 0001 \Documents\Reports\24079 0001 Stormwater Management Report doe Page 4

Taco Bell - South Monkey Junction Stormwater Management Report and
Erosion Control Design Considerations
SECTION 5 - STORMWATER QUANTITY METHODOLOGY
The pre and post conditions will be analyzed using the Storm and Sewer Analysis (SSA) computer
program developed by Autodesk The program is used to model rainfall and stormwater runoff
and to perform hydraulic routing through the storm drainage system SSA is capable of
analyzing hydraulic networks using either Kinematic Wave or Hydrodynamic (i e Saint Venant
equations) routing methods The Hydrodynamic method solves the complete St Venant
equations throughout the drainage network and includes modeling of backwater effects flow
reversal surcharging looped connections pressure flow tidal outfolls and interconnected
ponds
The hydrologic input data consists of information for each drainage basin or subwatershed
within the project Input variables include runoff curve number rainfall distribution pattern
hydrograph peaking factor area of each drainage basin and time of concentration (see
below section "Hydrology' for specifics on the values of these variables that were used in this
model) SSA generates runoff hydrographs for each subwatershed based on the user -specified
variables Hydrographs are generated by SSA using the SCS Unit Hydrograph Method
The model hydraulic input data consists of a system of nodes and links Nodes represent
locations where flows enter or exit the system pipe or channel characteristics change or where
stage/storage/time relationships are provided Links represent traditional types of hydraulic
conveyance such as pipes channels drop structures weirs etc The sizes inverts lengths and
Manning n values for all pipes connecting the lagoons are input into the model In addition to
pipe information all wet detention pond area stage -storage information and the respective
outfall structure information is input into the model The node and link conditions are analyzed
within the model for a given storm and flow conditions are determined
Hydrographs for each drainage area are merged within SSA and the hydrologic results are then
combined with the hydraulic information to model the hydraulic interactions of the entire
drainage system
SECTION 6 - HYDROLOGY
SCS Unit Hydrograph Method is used
Amount of rainfall for each storm frequency is based on NOAA Atlas 14 Volume 2 rainfall
depths for the Wilmington Airport The following design storms are used in the model
simulations
TABLE 3
Rainfall Amounts
Storm Event
Duration
Rainfall inches
]-year
24-hour Design Storm
383
2-year
24-hour Des1 n Storm
465
10- ear
24-hour Design Storm
722
25- ear
24-hour Design Storm
908
100- ear
24-hour Design Storm
1260
H THOMAS & HUTTON
Z \24079\24079 0001 \Documents\Reports\24079 0001 Stormwater Management Repod doc Page 5

Taco Bell -South Monkey Junction Stormwater Management Report and
Erosion Control Design C nsi r dons
SECTION 7 - PRE -DEVELOPMENT RUNOFF CALCULATIONS
Pre development peak flow rates for the projects watershed is calculated for each design storm
by the Autodesk Storm and Sanitary program
Curve Numbers
Curve numbers are generated according to procedures set forth in SCS Technical Release 55
The composite curve numbers for each drainage basin are calculated using soils Information
from the SCS Soil Survey of Horry County Pre -Development Curve Numbers were weighted
based on the type and amount of soil within the basin
Time of Concentration
Times of concentration for pre -development are determinded according to the longest
anticipated travel path within each basin The travel times (Ti) for overland flow shallow
concentrated flow and pipe flow are added together for each drainage basin to calculate the
time of concentration Tc
• Overland Flow
The equation for overland flow travel time is as follows
Tt = 0 007 (nL)08 Where n = Manning's friction factor
P205SO4 L = slope length (ft)
S = Slope (ft/ft)
P2= 24-hour precipitation (inches)
The travel time as calculated in the above equation is in hours Multiply the result by 60
minutes per hour to convert to minutes
o Shallow Concentrated Flow
The equation for shallow concentrated flow travel time is as follows
Tt = L (min)
60v
The velocity is determined using
(a) (s)0 s
Where L = length (ft)
v = velocity (ft/sec)
Where a = roughness coefficient
s = slope (ft/ft)
Pipe Flow
The equation for channel flow travel time is as follows
L (min) Where L = length of channel (ft)
60v v = velocity (ft/sec)
Times of concentration for pre -development are determined according to the longest
anticipated travel path within each basin
H THOMAS & HUTTON
Z \24079\24079 0001 \Documents\Reports\24079 0001 Stormwater Management Report doc Page 6

Taco Bell - South Monkey Junction Stormwater Management Report and
Erosion Control Design Considerations
The minimum time of concentration used for any basin is fifteen (15) minutes Times of
concentration are generated according to procedures set forth in SCS Technical Release 55 (TR-
55)
The specific hydrology theory is described in the Soils Conservation Services National handbook
Section 4 Hydrology
SECTION 8 - POST -DEVELOPMENT RUNOFF CALCULATIONS
Post -development peak flow rates for the projects watershed is calculated for each design storm
by the Aufodesk Storm and Sanitary program
Curve Numbers
Curve numbers are generated according to procedures set forth in SCS Technical Release 55
The composite curve numbers for each drainage basin are calculated using soils Information
from the SCS Soil Survey of Harry County Post -Development Curve Numbers were weighted
based on the type and amount of soil within the basin
Time of Concentration
Times of concentration for post -development are determinded according to the longest
anticipated travel path within each basin The travel times (Tt) for overland flow shallow
concentrated flow and pipe flaw are added together for each drainage basin to calculate the
time of concentration Tc
o Overland Flow
The equation for overland flow travel time is as follows
Tt = 0007 fnL1°e Where n = Manning's friction factor
P205go4 L = slope length (ft)
S = Slope (ft/ft)
P2= 24-hour precipitation (inches)
The travel time as calculated in the above equation is in hours Multiply the result by 60 minutes
per hour to convert to minutes
Shallow Concentrated Flow
The equation for shallow concentrated flow travel time is as follows
Tt = L (min) Where L = length (ft)
60v v = velocity (ft/sec)
The velocity is determined using
(a)(00s Where a= roughness coefficient
s = slope (ft/ft)
Pipe Flow
The equation for channel flow travel time is as follows
Tt = L (min) Where L = length of channel (ft)
60v v = velocity (ft/sec)
FJ THOMAS & HUTTON
Z \24079\24079 0001\Documents\Repor1s\24079 0001 Stormwater Management Report doc Page 7

Taco Bell - South Monkey Junction Stormwater Management Report and
Erosion Control Design Considerations
Times of concentration for post -development are determined according to the longest
anticipated travel path within each basin
The minimum time of concentration used for any basin is fifteen (15) minutes Times of
concentration are generated according to procedures set forth in SCS Technical Release 55 (TR-
55)
The specific hydrology theory is described in the Soils Conservation Services National handbook
Section 4 Hydrology
SECTION 9 - PREDEVELOPMENT CONDITIONS
The site is currently cleared with a few remaining trees As required by the New Hanover County
Stormwater Ordinance the pre -development condition used for this report is wooded
SECTION 10 - TAILWATER CONDITIONS
Tailwater conditions were obtained from local observations
SECTION 11 - POST -DEVELOPMENT CONDITIONS
The proposed commercial restaurant will include a new one-story building with a total plan area
of approximately 2,451 square feet Site access to the building will be from an existing private,
asphalt driveway in the northwest corner of the site Additional site improvements will include a
23 space, paved parking lot, dnve thru access, dumpster enclosure and associated utilities to
serve the restaurant
SECTION 12—CONCLUSIONS
The post -developed runoff from the site is detained and released at rates less than pre -developed
rates for the 2, 10 and 25 year, 24 Hour storm events Additionally the infiltration system is
designed to fully infiltrate the 10 year, 24 hour storm event based on an infiltration rate equal to
'/2 what was observed in the soils report The project meets the design requirements of the New
Hanover County Stormwater Ordinance and NCDENR DWQ Water Quality requirements
H THOMAS & HUTTON
Z \24079\24079 0001 \Documents\Reports\24079 0001 Stormwater Management Report doc Page 8

STORMWATER MANAGEMENT REPORT AND
EROSION CONTROL DESIGN
CONSIDERATIONS
TACO BELL - SOUTH MONKEY JUNCTION
APPENDIX A
USGS VICINITY MAP
F THOMAS �c HUTTON

STORMWATER MANAGEMENT REPORT AND
EROSION CONTROL DESIGN
CONSIDERATIONS
TACO BELL - SOUTH MONKEY JUNCTION
APPENDIX B
PRE -DEVELOPMENT INPUT AND OUTPUT
24079 0001
H THOMAS & HUTTON

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Taco Bell - South Monkey Junction Pre Development 2-YR
Subbasm Summary
SN Sunbeam Area Weighted Total Total
Total
Peak
Time of
ID Cane Rainfall Runoff
Runoff
Runoff
Concentration
Number
Volume
Jac) (m) (in)
(ac in)
(cfs)
(days hh min ss)
1 Pre 091 5500 465 081
074
045
0 001934
Page 2 of 6

Taco Bell - South Monkey Junction Pre Development 2-YR
Node Summary
SN Element Element
loved Gmund/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min Time of
Total Total Time
ID Type
Elevation
(Max)
Water Elevation Area Inflow Elevation Surcharge Freeboard Peak
Flooded Flooded
Elevation Elevation Attuned
Depth
Attained Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft) (ft) (ft ) (cfs) (ft)
(it)
(ft) (days hh mm)
(ao-in) (min)
1 Out 01 OuHall
000
000 000
Page 3 of 6

Taco Bell - South Monkey Junction Pre Development 2-YR
Subbasm Hydrology
Subbasm Pre
Input Data
Area loci
091
Weighted Curve Number
5500
Ram Gage ID
Composite Curve Number
Area
Soil Curve
SoillSurface Descnption
(acres)
Group Number
Woods Good
091
B 5500
Composite Area B Weighted CN
091
5500
Time of Concentration
TOC Method SCS TR 55
Sheet Flow Equation
Tc=(0007 ((n UyO 8))/((PAO 5) (SVO 4))
Where
Tc = Time of Concentration (hr)
a =Manning s roughness
Lf = Flow Length (ft)
P = 2 yr 24 hr Rainfall (inches)
Sf = Slope (fif t)
Shallow Concentrated Flow Equation
V = 16 1345 (SfAO 5) (unpaved surface)
V= 20 3282 (Sf^O 5)(paved surface)
V = 15 0 (SfA0 5) (grassed waterway sudac.)
V = 10 0 SfAO 5) (nearly bare & unfilled surface)
V =90 (SfA05)(cultivated straightrows surface)
V = 7 0 (SfAO 5) (short grass pasture surface)
V = 5 0 (SfAO 5)(woodland surface)
V = 2 5 (SfAO 5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 secthr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Veloaty (fUsec)
Sf = Slope (Wft)
Channel Flow Equation
V =(149 (RA(23)) (SfAO 5))/n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
Where
To = Time of Concentration (hr)
Lf = Flow Length (ft-)
R = Hydraulic Radius (ft)
Aq = Flow Area (W)
Wig = Wetted Perimeter (ft)
V = Velocty(fl/sec)
Sf = Slope (ftm)
n = Manning s roughness
Page 4 of 6

Taco Bell - South Monkey Junction Pre Development 2-YR
Sheet Flow Computabons
Manning s Roughness
Flow Length (ft)
Slope(%)
2 yr 24 fir Rainfall (in)
Velocity (fbsec)
Computed Flow Time (min)
Shallow Concentrated Flow Computations
Flow Length (0)
Slope (%)
Surface Type
Velocity (ft/sec)
Computed Flow Time (min)
Total TOC(min) 1958
Subbasin Runoff Results
Total Rainfall (in)
Total Runoff (m)
Peak Runoff (cfs)
Weighted Curve Number
Time of Concentration (days hh mm as)
Subarea
Subarea Subarea
A
B
C
4
000
000
128
000
0 00
39
000
000
465
000
0 00
013
000
000
1662
000
000
Subarea
Subarea
Subarea
A
B
C
105
000
000
1 4
000
000
Woodland
Unpaved
Unpaved
059
000
000
297
000
000
465
081
045
5500
0 00 19 35
Page 5 of 6

Taco Bell - South Monkey Junction Pre Development
Subbasln Pre
Rainfall Intensity Graph
4
38
36
34
32
3
28
26
24
t _
C 22
2
C 18 —
N
1 6
14
12
1
08
06 — — —
04
02
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 w 32 34
0
0
0
0
0
0
0
0
0
U 0
w 0
c
� 0
K
0
0
0
0
0
0
0
0
46
44
42
04
38
36
3a
32
03
28
26
24
22 —
02
18 —
16 —
14 —
12 —
01
N
06
(X
az
1 H,
Time (hrs)
Runoff Hydrograph
Time (hrs)
2-YR
Page 6 of 6

Taco Bell - South Monkey Junction Pre Development
Project Description
File Name TacoBeI1SMonkeyJuncPre SPF
Project Options
Flow Units
CFS
Elevabon Type
Elevabon
Hydrology Method
SCS TR 55
Time of Concentration (TOC) Method
SCS TR 55
Link Routing Method
Hydrodynamic
Enable Overflow Fording at Nodes
YES
Skip Steady State Analysis Time Periods
YES
Analysis Options
Start Analysis On
Jan 01 2012
00 00 00
End Analysts On
Jan 02 2012
12 00 00
Start Reporting On
Jan 01 2012
00 00 00
Antecedent Dry Days
0
days
Runoff (Dry Weather) Time Step
0 01 00 00
days hh mm as
Runoff (Wet Weather) Time Step
0000500
days hh min as
Reporting Time Step
0 00 05 00
days hh mm as
Routing Time Step
1
seconds
Number of Elements
Gry
Rain Gages
1
Subbasins
1
Nodes
1
Junctions
0
Outlalls
1
Flaw Omersrons
0
Inlets
0
Storage Nodes
0
Links
0
Channels
0
Pipes
0
Pumps
0
Onfrces
0
Werra
0
Outlets
0
Pollutants
0
Land Uses
0
Rainfall Details
SN Ram Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Time Series 010 Intensity inches North Carolina New Hanover 10 722 SCS Type III 24 fir
10-YR
Page 1 of 6

Taco Bell - South Monkey Junction Pre Development 70-YR
Subbasm Summary
SIN Subbasm Area Weighted Total Total
Total
Peak
Time of
ID Curve Rainfall Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac) (in) (in)
(ac in)
(cfs)
(days hh mm ss)
1 Pre 091 5500 722 227
206
1 54
0 00 1934
Page 2 of 6

Taco Bell - South Monkey Junction Pre Development 10-YR
Node Summary
SN Element Element
Invert Ground/Rum
Initial Surcharge Ponded Peak Max RGL
Max
Min Time of
Total Total Time
ID Type
Elevation
(Max)
Water Elevation
Area Inflow Elevation Surcharge Freeboard Peak
Flooded Flooded
Elevation Elevation
Attained
Depth
Attained Flooding
Volume
Attained
Occurrence
Oft)
(b)
(11) (fl)
Oft ) (cfs) (fp
(fp
(f) (days hh mm)
(ac in) (min)
1 Out-01 Outlall
000
000 000
Page 3 of 6

Taco Bell - South Monkey Junction Post Development 2-YR
Pipe Results
SN Element
Peak
Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow Total Time Fronde Reported
ID
Flow
Peak Flow
Capacity Design Flow
Velocity Time
Depth
Depth/ Surcharged Numher Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh mm)
(cf.)
(fusec) (min)
(ft)
(min)
1 Link 06
000
0 0000
830 000
000
000
000 000 Calculated
Page 12 of 15

Taco Bell - South Monkey Junction Post Development 2-YR
Pipe Input
SIN Element Length
Inlet Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe Manning s Entrance ExWBend AddNonal Initial Flap No of
ID
Invert Invert
Invert Invert Drop
Slope Shape
Diameter or
Width Roughness Lasses
Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset
Height
_ (ft)
Vi (ft)
(ft) (ft) (ft)
(%)
(m)
(in)
(cfs)
1 Link 04 1600
3930 000
3920 000 0 10
06200 CIRCULAR
18 000
18 000 00130 05000
05000 00000 000 No 1
Page 11 of 15

Taco Bell - South Monkey Junction Post Development 2-YR
Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
ID
Inflow
Lateral Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow Attametl
Altered
Depth
Aftained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs)
(cfs) (f)
(ft)
(ft)
(ft)
01)
(ft)
(days hh mm)
(days hh mm) (ao-In)
(min)
1 Jun 01
000
000 3930
000
000
383
3930
000
0 0000
0 0000 000
000
Page 10 of 15

Taco Bell - South Monkey Junction Post Development 2-YR
Junction Input
SN Element
Invert Ground/Rim Ground/Porn
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
(fl)
(11)
(11)
(ft) (ft)
(fi)
(fp
(W)
0n)
1 Jun-01
3930
41 50
220
3930 000
4250
100
10000
000
Page 9 of 15

Taco Bell - South Monkey Junction Post Development
Subbasin UD
4
3
3
3
3
2
2
L 2
C
.- 2
N
C
� 1
1
1
1
0
0
0
0
Rainfall Intensity Graph
i i r�rr
n o n n iv ie 1s 1. en vv m vw ow wn v> v
Time (his)
Runoff Hydrograph
23
22
21
2
19
18
1]
16
15
14
13 —
12
11
1
09
08
07
06
OS
04
03
02
01
iii�:=adiYiGifalaLiYi.Li'IaIaPiYi�9,
Time(his)
2-YR
Page 8 of 15

Taco Bell - South Monkey Junction Post Development
2-YR
Subbasin UD
Input Data
Area (so) 068
Weighted Curve Number 9082
Ram Gage ID Gag"l
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(aces)
Group Number
Paved parking 8 roofs
054
a 9800
> 75%grass cover Good
0 13
a 61 00
Composite Area 8 Weighted CN
067
9082
Time of Concentration
User Defined TOC override (minutes) 6
Subbasin Runoff Results
Total Rainfall (in)
465
Total Runoff (in)
362
Peak Runoff lets)
239
Weighted Curve Number
9082
Time of Concentration (days hh men as)
0 00 06 00
Page 7 of 15

Taco Bell - South Monkey Junction Post Development
Subbasln OFFSITE
3
3
3
3
2
2
2
1
1
0
0
0
0
Rainfall Intensity Graph
f� P 1l1 11 to is 1F 7a 11 1.1 1. JP
Time (hrs)
Runoff Hydrograph
Time (hrs)
2-YR
Page 6 of 15

Taco Bell - South Monkey Junction Post Development 2-YR
Subbasin Hydrology
Subbasin OFF -SITE
Input Data
Area (ac)
023
Weighted Curve Number
61 00
Rain Gage ID
Gage-01
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
>75%grass cover Good
023
B 6100
Composte Area B Weighted CN
023
6100
Time of Concentration
TOC Method SCS TR 55
Sheet Flow Equation
Tc=(0007 (in LQ^O 8))1((P-05) (SfAO 4))
Where
Tc = Time of Concentration (hr)
u = Manninga roughness
Lf = Flew Length (it)
P = 2 yr 24 hr Rainfall (inches)
Sf= Slope (ftit)
Shallow Concentrated Flow Equation
V = 16 1345 (SNO 5) (unpaved surface)
V = 20 3282 (SfAO 5) (paved surface)
V = 15 0 (S/A05)(grassed waterway surface)
V = 10 0 (S/A0 5) (nearly bare 8 untilled surface)
V = 9 0 (SfAO 5)(cultivated straight rows surface)
V = 70 (SfAO 5) (shod grass pasture surface)
V =50 (SfA05)(woodlmdsurface)
V =25(SfA05)(forestwlheavybftersurface)
Tc = (Lf I V) l (3600 sacmr)
Where
To = Time of Concentration (hr)
Lf = Flow Length (ft)
V=Veloay(fVsec)
Sf = Slope (full)
Channel Flow Equation
V =(149 (RA(213)) (SfA05))/n
R =Aq/Wp
Tc = (Lf / V) / (3600 s.c/hr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft )
Wp = Waited Perimeter (it)
V=Veloaty(fusec)
Sf = Slope (ft/ft)
n = Manning s roughness
User Defined TOC override (minutes) 6 00
Subbasin Runoff Results
Total Rainfall (in)
465
Total Runoff (in)
1 16
Peak Runoff (cis)
026
Weighted Curve Number
61 00
Time of Concentration (days hh mm as)
0 00 06 00
Page 5 of 15

Taco Bell - South Monkey Junction I Post Development 2-YR
Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning s Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flaw Total Time Reported
ID Type (Inlet) Node tnvert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(0) (ff) (f) M (in) (cfs) (cfs) (f/sec) (8) (min)
i Lmk-04 Pipe Jun-01 Out-01 1600 3930 3920 06200 18000 00130 000 830 000 000 000 000 000 Calculated
2 Reg-01 Weir UG_Daemon Jun-01 3800 3930 000
Page 4 of 15

Taco Bell - South Monkey Junction Post Development 2-YR
Node Summary
SN Element
Element
Invert Goxmd/Rim
Initial Surcharge Ponded Peak Max RGL
Max
Min
Time of Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area In0m Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(i1)
(11)
(9)
(ft)
(ft ) (cis) (it)
(ft)
(fl)
(days hit mm) (ao n)
(mm)
1 Jun-01
Junction
3930
41 50
3930
42 50
100 00 0 00 3930
000
383
0 0000 000
000
2 Out 01
Outfall
3920
024 3920
3 UG_Detenhon Storage Node
3800
4233
3800
10000 237 3882
000
000
Page 3 of 15

Taco Bell - South Monkey Junction Post Development
2-YR
Subbasm Summary
SN Sunbeam
lea Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall
Runoff
Runoff Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(aun)
(cfs)
(days hh mm ss)
1 OFF SITE
023 6100
465
116
027
026
0000600
2 UD
068 9082
465
362
246
239
0 00 06 00
Page 2 of 15

Taco Bell - South Monkey Junction Post Development
Project Description
File Name Tm,a6eIISMonkeyJuncPost SPF
Project Options
Flow Units
CFS
Elevation Type
Elevation
Hydrology Method
SCS TR 55
Time of Concentrabon (TOC) Method
SCS TR 55
Link Routing Method
Hydrodynamic
Enable Overflow Pondmg at Nodes
YES
Skip Steady Stale Analysis Time Periods
YES
Analysis Options
Start Analysis On
Jan 01 2012
00 00 00
End Analysis On
Jan 02 2012
120000
Start Reporting On
Jan 01 2012
00 00 00
Antecedent Dry Days
0
days
Runoff (Dry Weather) Time Step
0010000
days hh mm as
Runoff (Wet Weather) Time Step
0000500
days hh min ss
Reporting Time Step
0 00 05 00
days no mm ss
Routing Time Step
1
seconds
Number of Elements
Oty
Rain Gages
1
Subbasins
2
Nodes
3
Junctions
1
OutPalls
1
Flow Diversions
0
Inlets
0
Storage Nodes
1
Links
2
Channels
0
Pipes
1
Pumps
0
Onfices
0
weirs
1
Outlets
0
Pollutants
0
Land Uses
0
Rainfall Details
SN Ram Gage Data Data Source Rainfall Ram State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Time Senes 002 Intensity inches North Carolina New Hanover 2 465 SCS Type III 24-0r
2-YR
Page 1 of 15

STORMWATER MANAGEMENT REPORT AND
EROSION CONTROL DESIGN
CONSIDERATIONS
TACO BELL - SOUTH MONKEY .JUNCTION
APPENDIX C
POST -DEVELOPMENT INPUT AND OUTPUT
24079 0001
H THOMAS & HUTTON

Taco Bell - South Monkey Junction Pre Development
Subbasin Pre
51—
8 —
5 —
65 —
t
C 6 —
m
55 —
c 5 —
m
M 45 —
4
35 —
3 —
25 —
2 —
1 5 —
1 —
05 —
Rainfall Intensity Graph
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
Runoff Hydrograph
a
4
a
4
3
3
3
3
2
V 2
2
0
2
1
1
1
1
0
0
0
0
100-YR
e
s
4
2
4
8
6
4
2
3
8
—
6
4
2
2
_
8
6
4
2
—
1
8
6
4
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
Page 6 of 6

Taco Bell - South Monkey Junction Pre Development 100-YR
Sheet Flow Computations
Manning Roughness
Flow Length (N)
Slope(%)
2 yr 24 hr Rainfall (in)
Velocity(f/sec)
Computed Flow Time (min)
Shallow Concentrated Flow Computations
Flow Length (fl)
Slope (%)
Surface Type
Velocity (fVsec)
Computed Flow Time (min)
Total TOC (min) 19 58
Subbasln Runoff Results
Total Rainfall (in)
Total Runoff (in)
Peak Runoff(cfs)
Weighted Curve Number
Time of Concentration (days hh mm as)
Subarea
Subarea Subarea
A
B
C
4
000
000
128
000
000
39
000
000
465
000
000
013
000
000
1662
000
000
Subarea
Subarea
Subarea
A
B
C
105
000
000
14
000
000
Woodland
Unpaved
Unpaved
059
000
000
297
000
000
1260
628
453
5500
0001935
Page 5 of 6

Taco Bell - South Monkey Junction Pre Development 100-YR
Subbasm Hydrology
Subbasm Pre
Input Data
Area (ac)
091
Weighted Curve Number
5500
Rain Gage ID
Composite Curve Number
Area
Soil Curve
Sod/Surface Description
(acres)
Group Number
Woods Good
091
8 5500
Composite Area & Weighted CN
091
5500
Time of Concentration
TOC Method SCS TR 55
Sheet Flow Equation
Tc=(0007 (a L)408))/((PA05) (SfA04))
Where
Tc = Time of Concentatlon (hr)
n = Mammng s roughness
Lf = Flux Length (ft)
P = 2 yr 24 hr Rainfall (inches)
Sf = Slope (f0R)
Shallow Concentrated Flow Equation
V = 16 1345 (SfAO 5) (unpaved surface)
V = 20 3282 (SfAO 5) (paved surface)
V = 15 0 (SfA 5) (grassed waterway surface)
V = 10 0 (Sf-0 5) (nearly bare & unblled surface)
V = 90 (SfA0 5) (cullrvated sleight rows surface)
V = 7 0 (SfAO 5) (short grass pasture surface)
V =50 (SfA05)(woodlandsurface)
V = 2 5 (SfAO 5) (forest wlheavy liner surface)
Tc = (Lf / V) / (3600 wcJhr)
Where
To = Time of Concentration (hr)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (fult)
Channel Flow Equation
V = T 49 (RA(212)) (Sf-0 5))1 n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec1hr)
Where
Tc = Time of Concentration br)
Li = Flow Length (ft)
R = Hydraulic Radius (e)
Act = Flow Area (ft )
W p = Welted! Perimeter (fl)
V = Velocity (fNsec)
Sf = Slope (ft/tt)
n = Mammng s roughness
Page 4 of 6

Taco Bell - South Monkey Junction Pre Development
100-YR
Node Summary
SKI Element Element
Invert GroundlPom
Initial Surcharge Funded Peak Max HGL
Max
Min Time of
Total Total Time
ID Type
Elevation (Max)
Water Elevation Area Inflow Elevation Surcharge Freeboard Peak
Flooded Flooded
Elevation Elevation Attained
Depth
Aftamed Flooding
Volume
Attained
Occurrence
(ft) (ft)
(ft) (ft) Ift ) (cf) (ft)
(ft)
(ft) (days hh mm)
(ac m) (min)
1 Out 01 Outfall
000
000 000
Page 3 of 6

Taco Bell -South Monkey Junction Pre Development 100-YR
Subbasm Summary
SIN Subbasm Area Weighted Total Total
Total
Peak
Time of
ID Curve Rainfall Runoff
Runoff Runoff
Concentration
Number
Volume
fact (n) ( )
( )
(cO
(days hh )
1 Pre 091 5500 1260 628
571
453
0 001934
Page 2 of 6

Taco Bell - South Monkey Junction
Pre Development
Project Description
File Name
TacoBellSMonkeyJuncPre SPF
Project Options
Flow Units
CFS
Elevation Type
Elevation
Hydrology Method
SCS TR 55
Time of Concentration (TOC) Method
SCS TR 55
Link Routing Method
Hydrodynamic
Enable Overflow Podding at Nodes
YES
Skip Steady State Analysis Time Periods
YES
Analysis Options
Stan Analysis On
Jan 01 2012
00 00 00
End Analysis On
Jan 02 2012
120000
Stan Reporting On
Jan 01 2012
00 00 00
Antecedent Dry Days
0
days
Runoff (Dry Weather) Time Step
001 0000
days hh mm as
Runoff (Wet Weather) Time Step
0000500
days hh in. ss
Reporting Time Step
000 05 00
days hh mm as
Routing Time Step
1
seconds
Number of Elements
any
Rain Gages
1
Subbasms
1
Nodes
1
Junctions
0
OuHalls
1
Flow Doerslons
0
Inlets
0
Storage Nodes
0
Links
0
Channels
0
Pipes
0
Pumps
0
Onf.aa
0
Weirs
0
Outlets
0
Pollutants
0
Land Uses
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall
Rain State County Return Rainfall Rainfall
ID Source ID
Type
Units Penod Depth Distribution
(years) (inches)
1 Time Series 100
Intensity
inches North Carolina New Hanover 100 1260 SCS Type III 24 hr
100-YR
Page 1 of 6

Taco Bell - South Monkey Junction Pre Development
Subbasin Pre
6
5
2
1
0
Rainfall Intensity G2ph
5
6
5
5
5
0
5
3
5
2
5
1
5
V V Time (hrs)
Runoff Hydrognaph
n 2 G 6 6 to 12 14 16 is 2n 29 24 26 96 M (49
Time (hrs)
25-YR
Page 6 of 6

Taco Bell - South Monkey Junction Pre Development 25-YR
Sheet Flow Computations
Manning s Roughness
Flow Length (ft)
Slope (%)
2 yr 24 hr Rainfall (in)
Velocity (fUsec)
Computed Flow Time (min)
Shallow Concentrated Flow Computations
Flow Length (fl)
Slope (%)
Surface Type
Velocity (fvsec)
Computed Flow Time (min)
Total TOC (min) 1958
Subbasut Runoff Results
Total Rainfall (in)
Total Runoff (In)
Peak Runoff ids)
Weighted Curve Number
Time of Concentmbon (days hh min as)
Subarea
Subarea Subarea
A
B
C
4
000
000
128
000
000
39
000
coo
465
000
000
013
000
000
1662
000
000
Subarea
Subarea
Subarea
A
B
C
105
000
000
1 4
000
000
Woodland
Unpaved
Unpaved
059
000
000
297
000
000
908
355
250
5500
000 1935
Page 5 of 6

Taco Bell - South Monkey Junction Pre Development 25-YR
Subbasm Hydrology
Subbasm Pre
Input Data
Area (ac)
091
Weighted Curve Number
5500
Rain Gage ID
Composite Curve Number
Area
Swl Curve
SoAlSurface Description
(acres)
Group Number
Woods Good
091
B 5500
Composite Area 8 Weighted CN
091
5500
Time of Concentration
TOC Method SCS TR 55
Sheet Flow Equation
Tc=(0007 ((n Lf" 8))/((P"05) (Sf-04))
Where
Tc = Time of Concentration (hr)
n = Mammng s roughness
Lf = Flow Length (ft)
P = 2 yr 24 hr Rainfall (inches)
Sf = Slope(ft/fl)
Shallow Concentrated Flow Equation
V = 16 1345 (SfAO 5) (unpaved surface)
V = 20 3282 (SfAO 5) (paved surface)
V =150 (Sf"05)(grassed waterway surface)
V = 10 0 (SfAO 5) (nearly bare 8 untilled surface)
v = 9 0 (SfAO 5) (cultivated straight rows surface)
V =70 (Sf-0 5) (short grass pasture surface)
V = 5 0 (SfAO 5) (woodland surface)
V = 2 5 (SfA0 5) (forest w/heavy liter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (it)
V=Veloaty(fusec)
Sf = Slope (R/ft)
Channel Flow Equation
V =(149 (R"(2/3)) (Sf"05))/n
R =Aq/Wp
Tc = (Lf / V) / (3600 sacJh,)
Where
To = Time of Concentration (In)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Act = Flaw Area (ft')
Wp = Waited Perimeter (ft)
V=Velouty(fusec)
Sf = Slope (fvft)
n = Manning s roughness
Page 4 of 6

Taco Bell - South Monkey Junction Pre Development 25-YR
Node Summary
SN Element Element
Invert GroundlRlm
Initial Surcharge Funded Peak Max HGL
Max
Min Time of
Total Total Time
10 Type
Elevation
(Max)
Water Elevation
Area Inflow Elevation Surcharge Freeboard Peak
Flooded Flooded
Elevation Elevation
Attained
Depth
Attained Flooding
Volume
Attained
Occurrence
(n)
(tt)
(fl) (ft)
(fl') (CIS) (fp
(fl)
(f) (days hh mm)
(ac m) (min)
1 Out-01 Outlall
000
000 000
Page 3 of 6

Taco Bell - South Monkey Junction Pre Development 25-YR
Subbasm Summary
SN Subbasm Area Weighted
Total Total
Total
Peak
Time of
ID Curve Rainfall Runoff
Runoff
Runoff
Concentrator,
Number
Volume
fact
(in) (in)
(ac+n)
(cfs)
(days hh min ss)
1 Pre 091 5500
908 355
323
250
0 001934
Page 2 of 6

Taco Bell - South Monkey Junction
Pre Development
Project Description
File Name
TacoBelISMonkeyJuncPre SPF
Project Options
Flow Units
CFS
Elevation Type
Elevation
Hydrology Method
SCS TR 55
Time of Concentrabon (TOC) Method
SCS TR 55
Link Reuling Method
Hydrodynamic
Enable Overflow Pending at Nodes
YES
Skip Steady Slate Analysis Time Periods
YES
Analysis Options
Start Analysis On
Jan 01 2012
000000
End Analysis On
Jan 02 2012
12 00 00
Start Reporting On
Jan 01 2012
W 00 00
Antecedent Dry Days
0
days
Runoff (Dry Weather) Time Step
001 0000
days hh mm ss
Runoff (Wet Weather) Time Step
0000500
days hh mm as
Reporting Time Step
0 00 05 00
days hh min ss
Routing Time Step
1
seconds
Number of Elements
Dry
Rain Gages
1
Subbasms
1
Nodes
1
Junctions
0
Curtails
1
Flow Diversions
0
Inters
0
Storage Nodes
0
Links
0
Channels
0
Popes
0
Pumps
0
Onfrces
0
Warm
0
Outlets
0
Pollutants
0
Land Uses
0
Rainfall Details
SN Rain Gage Data Data Scarce Randall
Ram State County Return Rainfall Rainfall
ID Source ID
Type
Units Penod Depth Distabutiun
(years) (inches)
1 Time Series 025
Intensity
inches North Carolina New Hanover 25 908 SCS Type III 24 hr
25-YR
Page 1 of 6

Taco Bell - South Monkey Junction Pre Development
Subbasin Pre
Rainfall Intensity Graph
_MMM I NMM
_ EMME
CNMMMMC
Time (hrs)
Runoff Hydrograph
14 —
13 —
12 —
11 —
1 —
N
09 —
c 08 —
0
0
0] —
06 —
05 —
04 —
03 —
02 —
01 —
I 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
10-YR
Page 6 of 6

Taco Bell - South Monkey Junction Pre Development 10-YR
Sheet Flow Computations
Manning s Roughness
Flow Length (ft)
Slope(%)
2 yr 24 hr Rainfall (in)
Velooty (ftisec)
Computed Flow Time (min)
Shot. Concentrated Flow Computations
Floe Length (11)
Slope (%)
Surface Type
Velooly(tUsec)
Computed Flow Time (min)
Total TOC (min) 1958
Subbasln Runoff Results
Total Rainfall (in)
Total Runoff (in)
Peak Runoff lots)
Weighted Curve Number
Time of Concentration (days hh mm ss)
Subarea Subarea Subarea
A B C
4 000 000
128 000 000
39 000 000
465 000 000
013 000 000
1662 000 000
Subarea Subarea Subarea
A B C
105 000 0 00
1 4 000 0 00
Woodland Unpaved Unpaved
059 000 0 00
2 97 000 0 00
722
227
1 54
5500
0001935
Page 5 of 6

Taco Bell - South Monkey Junction Pre Development 10-YR
Subbasm Hydrology
Subbasm Pre
Input Data
Area (ac)
091
Weighted Curve Number
5500
Rain Gage ID
Composite Curve Number
Area
Sod Curve
SmUSurfaoe Description
(acres)
Group Number
Woods Good
091
B 5500
Composite Area B Weighted CN
091
5500
Time of Concentration
TOC Method SCS TR 55
Sheet Flow Equation
Tc=(0007 In Lf)A08))/((PA05) (Sf-04))
Where
Tc =Time of Concentration (hr)
n = Mammng s roughness
Lf = Flow Length (ft)
P = 2 yr 24 hr Rainfall (inches)
Sf=Slope(flttt)
Shallow Concentrated! Flow Equation
V = 16 1345 (SPO 5) (unpaved surface)
V = 20 3282 SfAO 5) (paved surface)
V =150 (SfAO 5)(grassed waterway surface)
V = 10 0 (SfAO 5) (nearly bare 8 untilled surface)
V =90 (SfAO 5)(cultivated straightrowssurface)
V =70 (SiA) 5)(shad grass pasture surface)
V = 5 0 (SfAO 5) (woo ilantl surface)
V = 2 5 (SfAO 5) (forest w/heavy liner surface)
Tc = (Lf I V) / (3600 sec/hr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (n)
V =Velocity(0/sec)
Sf = slop. (fill)
Channel Flow Equation
V =(149 (RA(2I3)) (SfAO 5))/n
R =Aq/Wp
Tc = (Lf I V) / (3600... Mir)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (fl')
W p = Wetted! Perimeter (ft)
V= Velocity (ft/sec)
Sf = Slope (fVg)
n = Mammng s roughness
Page 4 of 6

Taco Bell - South Monkey Junction Post Development 2-YR
Storage Nodes
Storage Node UG_Detentlon
Input Data
Invert Elevation (ft)
3800
Max (Rim) Elevation (ft)
42 33
Max (Rim) Offset (ft)
433
Initial Water Elevation (8)
3800
Initial Water Depth (n)
000
Pondee Area (ft )
10000
Evaporation Loss
000
I nfiltrationlExfiltratmn
FxtiItratim Rate (irVhr) 100000
Storage Area Volume Curves
Storage Curve Barells
Stage Storage Storage
Area Volume
0 2000 0
0 083 199614 16584
0 167 199617 33368
025 199616 49952
0 333 199616 66536
0 417 199616 8332
05 1996 16 999 04
0 501 200056 1002 14
0667 307928 169394
075 342733 203525
0 833 369373 2371 44
0 917 3901 66 270591
1 405896 3029 48
1083 417802 33454
1 167 426800 365738
1 25 433093 395683
1 333 436986 424551
1 417 438734 452543
15 4384 12 47a8 09
1 583 435889 503306
1 667 430220 525288
1 75 422329 5445 38
1 833 413725 562479
1917 404739 579642
2 396226 596226
2083 388392 61281
2 167 381074 629594
225 374380 6461 78
2 333 3681 63 662762
2 334 368006 662863
3 833 147827 666611
3 834 147868 666862
4 333 222969 916362
Page 13 of 15

Taco Bell - South Monkey Junction Post Development
2-YR
4
4
3
3
3
3
3
3
3
3
3
2
2
2
2
2
2
2
e 2
q 2
N
Storage Area Volume Curves
Storage Volume (ft)
0 1 000 2000 3 000 4 000 5 000 6 000 ] 000 SON 9 000
I
yf
i
t
i
i
1 600 1 800 2000 2200 2 400 2 600 2 800 3 No 3 2W 3 "0 3 6M 3 8M 4 000 4200 4 "0
Storage Area (ft)
Storage Area — Storage Volume
2
1
Page 14 of 15

Taco Bell - South Monkey Junction Post Development
Storage Node UG_Detentlon (continued)
Outflow Weirs
SIN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) 00 (fl) (ft)
1 Reg-01 Rectangular No 4033 233 400 150 320
Output Summary Results
Peak Inflow (cfs)
237
Peak Lateral Inflow (ds)
237
Peak Outflow (cfs)
000
Peak ExNtrehon Flow Rate (cfm)
5074
Max HGL Elevation Attained (fl)
3882
Max HGL Depth Attained (ft)
082
Average HGL Elevation Attained (ft)
3803
Average HGL Depth Attamed (ft)
003
Time of Max HGL Occurrence (days hh mm)
0 1228
Total EAltmOon Volume (1000 ft)
8 892
Total Flooded Volume (ac in)
0
Total Time Flooded (min)
0
Total Retention Time (sec)
000
2-YR
Page 15 of 15

Taco Bell - South Monkey Junction Post Development
Project Description
File Name Taco8e1ISMonkeyJuncPOsl SPF
Project Options
Flow Units
CFS
Elevation Type
Elevation
Hydrology Method
SCS TR 55
Time of Concentration (TOC) Method
SCS TR 55
Link Routing Method
Hydrodynamic
Enable Overflow Pondmg at Nodes
YES
Skip Steady State Analysis Time Poll
YES
Analysis Options
Stan Analysis On
Jan 01 2012
00 00 00
End Analysis On
Jan 02 2012
12 00 00
Start Reporting On
Jan 01 2012
00 00 00
Antecedent Dry Days
0
days
Runoff (Dry Weather) Time Step
001 0000
days hh mm as
Runoff (Wet Weather) Time Step
0000500
days hh min as
Reporting Time Step
0000500
days hh mm as
Routing Time Step
1
seconds
Number of Elements
Dry
Rain Gages
1
Subbasns
2
Nodes
3
Junctm.
1
Curtails
1
Fla. DlVerslons
0
Inlets
0
Storage Nodes
1
Links
2
Channels
0
Pipes
I
Pumps
0
Onfices
0
Wens
1
Outlets
0
Pollutants
0
Land Uses
0
Rainfall Details
SN Ram Gage Data Dow Source Rainfall Rain Slate County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Time Series 010 Intensity inches North Carolina New Hanover 10 722 SCS Type III 244n
10-YR
Page 1 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Subbasfn Summary
SN Subbasm
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall Runoff
Runoff Runoff
Concentration
Number
Volume
(ac)
(m)
(in)
(ao-in)
(cfs)
(days hh mm sat
1 OFF SITE
023 6100
722
266
066
068
0000600
2UD
066 9082
722
613
417
391
0000600
Page 2 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Man
Time of Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Altamed
Depth
Aflamed
Flooding Volume
Attamed
Occurrence
(f)
(fl)
(fl)
(f)
(/P) (cts) (ft)
(11)
(11)
(da9a hh min) (actin)
(min)
1 Jun 01
Junction
3930
4150
3930
4250
10000 000 3930
000
383
0 0000 000
000
2 Out 01
Outfall
3920
065 3920
3 UG_Delention Storage Node
3800
4233
3800
10000 3 8B 3933
000
000
Page 3 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Link Summary
SIN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning s Peak Design Flaw Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(f) (fi) (Po 1%) (in) (cis) (cis) (f /sec) (n) (man)
1 Link-04 Pipe Jun-01 Out 01 1600 3930 3920 06200 18000 00130 000 830 000 000 000 000 000 Calculated
2 Reg-01 Wetr UG Deten4on Jun-01 3800 3930 000
Page 4 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Subbasm Hydrology
Subbasm OFF -SITE
Input Data
Area (so)
023
Weighted Curve Number
61 00
Ram Gage ID
Gage-W
Composite Curve Number
Area
Soil Curve
SoNSurface Description
(acres)
Group Number
> 75% grass cover Good
023
B 61 00
Composite Area B Weighted CN
023
6100
Time of Concentration
TOC Method SCS TR 55
Sheet Flow Equation
Tc=(0007 ((n LfY108))/((PA05) (Sf-04))
Where
Tc = Time of Concentration (hr)
o =Manning s roughness
Lf = Flow Length (11)
P = 2 yr 24 hr Rainfall (inches)
Sf=Slope(Wit)
Shallow Concentrated Flow Equabon
V = 16 1345 (Sf"O 5) (unpaved surface)
V=203282 (SfA05)(pavedsurface)
V =150 (S(A05)(gmssed waterway surface)
V = 10 0 (SfAO 5) (nearly bare 8 untilled surface)
V =90(SfA05)(cultivateds"ightrowssurfam)
V = 7 0 (SfAO 5) (shod grass pasture surface)
V = 50 (SM 5) (woodland surface)
V = 2 5 (SfAO 5) (forest w/heavy liner surface)
Tc = (Lf / V) / (3600 secthr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
V=Velocity(fVsec)
Sf = Slope (fbft)
Channel Flow Equation
V =(149 (RA(233)) (Sf-05))/n
R =Aq/Wp
Tc = (ITT / V) / (3600 secTir)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (9)
Aq = Flow Area (it )
W p = Waited Perimeter fit)
V = Velocity(fVsec)
Sf = Slope (fvft)
n = Manning s roughness
User Defined TOC overnde (minutes) 6 00
Subbasm Runoff Results
Total Rainfall (in)
722
Total Runoff (in)
286
Peak Runoff (cfs)
068
Weighted Curve Number
61 00
Time of Concenlabon (days hh min as)
0 W 06 W
Page 5 of 15

Taco Bell - South Monkey Junction Post Development
Subbasin OFF SITE
6
5
5
5
5
4
4
4
3
C 3
c 3
3
m
`c 2
K 2
2
2
0
0
0
0
0
c
5 1-
5 —
4 I-
5 —
©e
Rainfall Intensity Graph
i!lmmm
_E___E_m
Time (hrs)
Runoff Hydrograph
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
10-YR
Page 6 of 15

Taco Bell - South Monkey Junction Post Development
10-YR
Subbasm UD
Input Data
Area (ad) 068
Weighted Curve Number 9082
Rain Gage ID Gage 01
Composite Curve Number
Area
Soil
Curve
SoibSurfaoe Desorption
(dues)
Group
Number
Paved parking 8 roofs
054
8
9800
75% grass cover Good
0 13
B
61 00
Compost¢ Area 8 Weighted ON
067
9082
Time of Concentratton
User Defined TOC override (minutes) 6
Subbasin Runoff Results
Total Rainfall (m)
722
Total Runoff (in)
6 13
Peak Runoff (cfs)
391
Weighted Curve Number
9082
Time of Concentmbon (days hh man ss)
0 00 06 00
Page 7 of 15

Taco Bell - South Monkey Junction Post Development
Subbasm UD
6
5
4
2
i
0
4
3
3
3
3
2
2
N 2
2
O
C
7
0' 1
1
1
1
0
0
0
0
Rainfall Intensity Graph
5
8
5
5
5
4
5
3
5
2
5 -- _
1 —
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
Runoff Hydrograph
F'^ ITT II ' I it^T
Time (hrs)
T
10-YR
Page 8 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Junction Input
SIN Element
Invert GfoundlRlm Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
Oil
(ft)
(ft)
(ft) (8)
(ft)
(ft)
V)
(M
1 Jun-01
3930
41 50
220
3930 000
4250
1 00
10000
000
Page 9 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Mm Average HGL Average HGL
Time of
Time of Total Total Time
ID
Inflow
Lateral Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow Attained
Attained
Depth
Attained
Attained
Attained
Ocairrence
Floodmg Volume
Attamed
Occurrence
(cis)
(cis) (f)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh mm)
(days hh mm) (ac m)
(mm)
1 Jun 01
000
000 3930
000
000
383
3930
000
0 0000
0 0000 000
000
Page 10 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Pipe Input
SN Element Length
Inlet Inlet
Outlet Oudel Total Average Pipe
Pipe
Pope Mammngs Entrance Ex,UBend Additional Initial Flap No of
ID
Invert Invert
Invert Invert Drop
Slope Shape
Diameter or
Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset
Height
(ft)
(ft) (ft)
(ft) (ft) (f)
M
(m)
(in) (cis)
1 Link 04 1600
3930 000
3920 000 0 10
06200 CIRCULAR
18 000
18 000 00130 05000 05000 00000 0 00 No 1
Page 11 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Pipe Results
SN Element Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow Total Time Fronde Reported
ID Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/ Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days Im mm)
(cfs)
(fusec) (min)
(fl)
(min)
1 Link-04 000
0 0000
830
000
000
000
000 000 Calculated
Page 12 of 15

Taco Bell - South Monkey Junction Post Development 10-YR
Storage Nodes
Storage Node UG_Detentlon
Input Data
Invert Elevation (ft)
38 00
Max (Rim) Elevation (ft)
4233
Max (Rim) Offset (ft)
433
Initial Water Elevation (ft)
3800
Initial Water Depth (ft)
000
Ponded Area (ft )
10000
Evaporalmn loss
000
Infiltration/ExfI Itratlon
Exfoltmeon Rate(mili 100000
Storage Area Volume Curves
Storage Curve Barells
Stage Storage Storage
Area Volume
(ft) (ft2) (ft^)
0 2000 0
0 083 199614 16584
0 167 199617 33368
025 199616 49952
0 333 199616 66536
0 417 199616 8332
05 199616 99904
0 501 200056 1002 14
0 667 307928 169394
075 342733 203525
0833 369373 237144
0 917 3901 66 270591
1 405896 302948
1 083 417802 33454
1 167 426800 365738
125 433093 395683
1 333 436986 424551
1417 438734 452543
15 438412 478809
1 583 4358 89 503306
1 667 430220 525288
1 75 422329 544538
1 833 413725 562479
1917 404739 579642
2 396226 596226
2083 388392 61281
2 167 381074 629594
225 374380 6461 78
2 333 3681 63 662762
2 334 368006 662863
3 833 147827 666611
3 834 147868 666862
4 333 222969 916362
Page 13 of 15

Taco Bell - South Monkey Junction Post Development
10-YR
Storage Area Volume Curves
Storage Volume (ft)
V
aIVV
41
———-+V
—
—— —
I.
_
I-41
3E
gl
_
_� __ _
_
_j_
i
___L_-_____
_JII_3E
7-
'__
1
31
�-
'8
' -
i_
- __
- -f
- - -
- --- ----
L
3f
I
I
�
'5
i
3f
31
3 i
'1
f
31
3
I___ _
I _
__ _
_ -.. -
__l
_ t
1_ _ _
3
2 f
2 E
I,
�--_-r
_ __
_I __ __
I___
`
__
_1
_
_i ___�
2
Ip
1
21
- _ _- _ _
_
1 E
4
f
1
14
as
0E
11
----i
- ----)
--
)
01
04
,3
12
-{ -- -
--
- -
- - I - --- -
- -Oi
I
,
I
o0,
o
- I
i
I
1 an. 1 Ym
9 nm 9 9nn
7 lnn 9 ann 9 Ann
a Ann
] Inn ] Irin
a aAA ] AAA A Ann 4 Inn
n AAA
Storage Area (ft')
Storage Area — Storage Volume
Page 14 of 15

Taco Bell - South Monkey Junction Post Development
Storage Node UG_Detentlon (continued)
Outflow Weirs
SN Element Wee Flap Crest Crest Length Wee Total Discharge
ID Type Gate Elevation Offset Height Coefficient
M) (fi) (it) (A)
1 Reg-01 Rectangular No 4033 233 4 00 1 50 320
Output Summary Results
Peak Inflow (cfs)
388
Peak Lateral Inflow (cis)
3 88
Peak Outflow (.fa)
000
Peak Exrillratlon Flow Rate (cfm)
6068
Max HGL Elevation Aftamed (it)
3933
Max HGL Depth Ahamed (it)
1 33
Average HGL Elevation Attained(fl)
3807
Average HGL Depth Attained (ft)
007
Time of Max HGL Occurrence (days hh mm)
0 1233
Total EAltratmn Volume (1000 W)
15 113
Total Flooded Volume (aun)
0
Total Time Flooded (min)
0
Total Retention Time (sec)
000
10-YR
Page 15 of 15

Taco Bell - South Monkey Junction Post Development
Subbasin OFF SITE
8
75
7
65
6
55
5
c 45
c_
4
m
`c
a 35
0:
3
25
2
15
1
05
105
1
095
09
085
08
075
07
065
a 06
=055
c 05
� 64s
04
035
03
025
02
0 15
01
005
Rainfall Intensity Graph
I I I I I i�l 1 I I I I
9 d A A VI 19 td tft to 9e 99 94 99 Jfl fifl 37 L
Time (hrs)
Runoff Hydrograph
e 10 12 14 18 18 20 22 24 26 28 30 32 34
Time (his)
25-YR
Page 6 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Subbasm Hydrology
Subbasm OFF -SITE
Input Data
Area (ac)
023
Weighted Curve Number
6100
Rain Gage ID
Gage-01
Composite Curve Number
Area
$ml Curve
SoNSurface Description
(acres)
Group Number
>75%grass cover Good
023
S 6100
Composite Area & Weighted CN
023
6100
Time of Concentration
TOG Method SCS TR 55
Sheet Flow Equation
Tc=(0007 ((n Lf)A08))I((PA05) (Sf-04))
Where
Tc = Time of Concentration (fir)
n -Manning s roughness
Lf = Flow Length (ft)
P = 2 yr 24 hr Rainfall (inches)
Sf = Slope (f If ff
Shallav Concentrated Flow Equation
V = 16 1345 (Sf-0 5) (unpaved surface)
V = 20 3282 (SM 5) (paved surface)
V=150 (SfA05)(grassed waterway surface)
V = 10 0 (SM 5) (neatly bare & untilled surface)
V=90(SfA05)(culhvaledstrmghlrowssurface)
V =70 (SfA05)(short grass pasturesurface)
V =50 (SfA05)(woorlandsurface)
V = 2 5 (Si'0 5) (forest w/heavy finer surface)
Tc = (Lf I V) l (3600 sec/Tr)
Where
Tc =Time of Concentration (fir)
Lf = Flow Length (it)
V = Velocity (fhsec)
Elf = Slope (fvft)
Channel Flow Equation
V =(149 (RA(213)) (SfA05))/n
R =Aq/Wp
Tc = (IT / V) / (3600 sec(hr)
Where
Tc = Time of Concentration (fir)
Lf = Flow Length (ft)
R = Hydraulic Radius (it)
Aq = Flow Area (ft )
W p = Waited! Perimeter (it)
V= Velocity (flsec)
Sf = Slope (ftlfl)
n = Manning s roughness
User Defined TOC ovemde (minutes) 600
Subbasm Runoff Results
Total Rainfall (in)
9 w
Total Runoff (in)
429
Peak Runoff (cfs)
1 02
Weighted Curve Number
61 00
Time of Concentration (days hh mm as)
0 00 06 00
Page 5 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning s Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capaoty Design Flow Velocity Depth Depthl Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(f) (9) (fry N pn) (cfs) (cfs) (f/sec) In) (mm)
1 Link-04 Pipe Jun-01 Ou1-01 1600 3930 3920 06200 18 000 00130 000 830 000 000 000 000 0 00 Calculated
2 Reg-01 Wee UG_Detention Jun-01 3800 3930 000
Page 4 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Node Summary
SN Element
Element
Inver) Ground/Rm
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of Total Total Time
ID
TWe
Elevation
(Max)
Water
Elevation
Area Inflow Elevation
Surcharge FreeMrard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurtence
Ifl)
III)
(ft)
(ft)
(It') (cfs) (ft)
(ft)
(ft)
(days hh mm) (ac in)
(min)
1 Jun 01
Junction
3930
41 50
3930
42 50
100 00 0 00 3930
000
383
0 0000 000
000
2 Out-01
Outfall
3920
099 3920
3 UG_Delention Storage Node
38 00
4233
3800
10000 497 3975
000
000
Page 3 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Subbasm Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(acyn)
(cfs)
(days hh mm ss)
1 OFF SITE
023 6100
908
429
099
102
0000600
2 UD
068 9082
908
797
542
500
O OOO600
Page 2 of 15

Taco Bell - South Monkey Junction Post Development
Project Description
File Name TacoBellSMonkeyJuncPost SPF
Project Options
Flow Units
CFS
Elevator Type
Elevation
Hydrology Method
SCS TR 55
Time of Concentration (TOC) Method
SCS TR 55
Link Routing Method
Hydrodynamic
Enable Overflow Panting at Nodes
YES
Skip Steady State Analysis Time Periods
YES
Analysis Options
Start Analysts On
Jan 01 2012
00 00 00
End Analysis On
Jan 02 2012
120000
Stan Reporting On
Jan 01 2012
00 00 00
Antecedent Dry Days
0
days
Runoff (Dry Weather) Time Step
0010000
days hh mm as
Runoff (Wet Weather) Time Step
0000500
days hh mm as
Reporting Time Step
0 00 05 00
days hh min as
Roofing Time Step
1
seconds
Number of Elements
Cry
Rain Gages
1
Subbasms
2
Nodes
3
Junctions
1
Curtails
1
Flow Diversions
0
lMets
0
Storage Nodes
1
Links
2
Channels
0
orpes
1
Pumps
0
Oniices
0
Weirs
1
Ourtats
0
Pollutants
0
Land Uses
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Ram State County Return Rainfall Rainfall
ID Source ID Type Units Pend Depth Distribution
(years) (inches)
1 Time Sense 025 Intensity inches North Carotna New Hanover 25 908 SCS Type III 24hr
25-YR
Page 1 of 15

Taco Bell - South Monkey Junction Post Development
25-YR
Subbasln UD
Input Data
Area (ac) 068
Weighted Curve Number 9082
Ran Gage ID Gage-01
Composite Curve Number
Area
Soil
Curve
Sod/Surface Description
(aces)
Group
Number
Paved parking 8 roofs
054
B
9800
> 75%grass cover Good
0 13
B
61 00
Composite Area 8 Weighted CN
067
9082
Time of Concentration
User Defined TOG overude (minutes) 6
Subbasin Runoff Results
Total Rainfall (in)
908
Total Runoff (in)
797
Peak Runoff lots)
500
Weighted Curve Number
9082
Time of Goncentatron (days hh mm as)
0000600
O
Page 7 of 15

Taco Bell - South Monkey Junction Post Development
Subbasin UD
8 —
]5 —
l
65 —
6 —
55 —
5
t
c 45
C 4 —
N
lY 35 —
3 —
25
2 —
1 5 —
, —
05 —
5
4
4
4
3
3
3
3
N
v 2
2
C
� 2
K 2
0
0
0
0
Rainfall Intensity Graph
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
Runoff Hydrograph
___-
______
___N _____MEM_
____ MM____ M_
___ _-__ _____
MMMM �M��MCMMMMM
MMMMEMMMM
___MM�M_ _�
, M MMMMM
MMMMMMMMCMMMMM
MCM� MMMMMMCMM
ME _�CMCCMCMMM
�M MMMMM
e 2 4 6 a 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
25-YR
Page 8 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Junction Input
SN Element
Invert Gmund/Rim Ground/Pom
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation (Max)
(Max)
Water Water
Elevation
Depth lvea
Pipe
Elevalmn
Offset Elevation Depth
Cover
Oil (ff)
(it)
(fl) (ft)
0)
(ill (h )
On)
1 Jun-01
3930 41 50
220
3930 000
4250
1 00 10000
000
Page 9 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
10
Inflow
Lateral Elevation
Depth Sumharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded Flooded
Inflow Attained
Attained
Depth
Aramaic!
Attained
Attained
Occurrence
Flooding Volume
Aftained
Occurrence
(ds)
(cis) (ft)
(ft)
(h)
(ft)
(ft)
(ft)
(days hh mm)
(days hh mm) (ac m) (min)
1 Jun 01
000
000 3930
000
000
383
3930
000
0 0000
0 0000 000 000
Page 10 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Pipe Input
SN Element Length
Inlet Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe Manning s Entrance E%IUBend Additional Initial Flap No of
ID
Invert Invert
Invert Invert Drop
Slope Shape
Diameter or
Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset
Height
(ft)
(ft) (ft)
(ft) (ft) (ft)
N
(n)
(in) (cfs)
1 Link 04 1600
3930 000
3920 000 010
06200 CIRCULAR
18 000
18 000 00130 05000 05000 00000 0 00 No 1
Page 11 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow Total Time Frauds Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/ Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh rare)
(cfs)
(ft/sec) (min)
(f)
(ram)
1 Link 04
000
0 0000
830
000
000
000
000 000 Calculated
Page 12 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Storage Nodes
Storage Node UG_Detentfon
Input Data
Inver) Elevation (ft)
3800
Max (Rim) Elevation (a)
4233
Max (Rim) Offset (ft)
433
Initial Water Elevation (ft)
3800
Initial Water Depth (ft)
000
Ponded Area (ft )
10000
Evaporation Loss
000
Infiltration/Exfi Itratlon
EAltation Rate (trdhr) 100000
Storage Area Volume Curves
Storage Curve Barells
Stage Storage Storage
Area Volume
(9) (91) (91)
0 2000 0
0 083 199614 16584
0 167 199617 33368
025 199616 49952
0 333 199616 66536
0 417 199616 8332
05 199616 99904
0 501 200056 1002 14
0 667 307928 1693 94
075 342733 203525
0 833 369373 2371 44
0 917 3901 66 270591
1 405896 302948
1083 417802 33454
1 167 426800 365738
1 25 433093 395683
1333 436986 424551
1 417 4387 34 452543
1 5 4384 12 478809
1 583 435889 503306
1 667 430220 525288
175 422329 544538
1 833 413725 562479
1 917 404739 579642
2 396226 596226
2083 388392 61281
2 167 381074 629594
225 374380 6461 78
2 333 3681 63 662762
2 334 368006 662863
3 833 147827 6666 11
3 834 147868 666862
4 333 222969 916362
Page 13 of 15

Taco Bell - South Monkey Junction Post Development 25-YR
Storage Area Volume Curves
Storage Volume (R')
0 1 000 2000 3 000 4 000 sow 6 000 ] 000 saw 9 000
43
42
41
4
39
38
3]
38
35
34
33
32
31
3
29
28
2]
26
25
24
x 23
e 22
q 2,
N 2
19
18
i]
16
15
14
13
12
11
1
08
08
0]
06
05
04
03
02
01
0
1
{
I
43
42
41
4
39
38
37
36
35
34
33
32
31
3
29
28
2]
26
25
24
23 x
22 m
21 q
2 N
19
18
,]
16
15
,4
13
12
11
i
09
08
0]
06
05
04
03
02
01
0
1 600 1 8M 2 0M 2200 2 400 2 600 2 800 3 000 3 200 3 400 3 600 3 800 4 600 4200 4 100
Storage Area (ft')
Storage Area — Storage Volume
Page 14 of 15

Taco Bell - South Monkey Junction Post Development
Storage Node UG_Detentlon (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) Ift) (ft) (ft)
1 Reg-01 Rectangular No 4033 233 400 150 320
Output Summary Results
Peak Inflm (cfs)
497
Peak Lateral Inn" ids)
497
Peak Outfim ids)
000
Peak Exfltration Flow Rate (cfm)
6094
Max HGL Elevation Attained (ft)
3975
Max HGL Depth Attained (tt)
1 75
Average HGL Elevation Attained (ft)
38 12
Average HGL Depth Attained! (tl)
012
Time of Max HGL Occurrence (days hh mm)
0 1237
Total Exfltra4on Volume (1000 113)
19 590
Total Flooded Volume (ac in)
0
Total Time Flooded (min)
0
Total Retention Time (sec)
000
25-YR
Page 15 of 15

Taco Bell - South Monkey Junction Post Development
Project Description
File Name TacaBellSMonkeyJuncPost SPF
Project Options
Flow Units
CFS
Elevabon Type
Elevation
Hydrology Manion!
SCS TR 55
Time of Concentration (TOC) Method
SCS TR 55
Link Routing Method
Hydrodynamic
Enable Overflow Fondling at Nodes
YES
Skip Steady State Analysis Time Periods
YES
Analysis Options
Stan Analysis On
Jan 01 2012
00 00 00
End Analysis On
Jan 02 2012
12 00 00
Stan Reporting On
Jan 01 2012
00 00 00
Antecedent Dry Days
0
days
Runoff (Dry Weather) Time Step
001 0000
days hh mm ss
Runoff (Wet Weather) Time Step
0 00 05 00
days hh mm is
Reporting Time Step
0 00 05 00
days hh mm ss
Routing Time Step
1
seconds
Number of Elements
Dry
Ram Gages
1
Subbasins
2
Nodes
3
Junctions
1
Oudells
1
Flow Diversions
0
Inlets
0
Storage Nodes
1
Links
2
Channels
0
Pipes
1
Pumps
0
Onfices
0
weirs
1
Outlets
0
Pollutants
0
Land Uses
0
Rainfall Details
SN Ram Gage Data Data Source Rainfall Ram State County Return Rainfall Rainfall
ID Source ID Type Units Penod Depth Distribution
(years) (inches)
1 Time Series 100 Intensity inches North Carolina New Harrover 100 1260 SCS Type III 24-0r
100-YR
Page 1 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Subbasm Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve
Rainfall
Runoff
Runoff
Runoff
Concentatwn
Number
Volume
Inc)
(in)
(m)
(awn)
(clef
(dayshhmmss)
1 OFF SITE
023
6100
1260
724
166
171
0000600
2 UD
068
9082
1260
11 46
780
704
0 00 06 00
Page 2 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Node Summary
SN Element
Element
Invert Ground/Rrm
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Atti mat
Flooding Volume
Attained
Occurrence
(ft)
(11)
(9)
(f)
(f) (cfs) (ft)
(ft)
(ft)
(days hh mm) (actin)
(min)
1 Jun 01
Junction
3930
4150
3930
4250
10000 140 3981
000
332
0 0000 000
000
2 Out 01
Outtall
3920
200 3962
3 UG_Detentmn Storage Node
38 00
4233
38 00
10000 7 00 40 56
000
000
Page 3 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Link Summary
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning s Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) None Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
Ift) (8) M N) (in) (crs) (cfs) (fVsec) (f) (min)
1 Link-04 Pipe Jun 01 Out-01 1600 3930 3920 06200 18 000 00130 1 40 830 017 301 046 031 0 00 Calculated
2 Reg-01 Wen UG_Detention Jun-01 3800 3930 140
Page 4 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Subbasm Hydrology
Subbasm OFF -SITE
Input Data
Area (do)
023
Weighted Curve Number
61 00
Rain Gage ID
Gage 01
Composite Curve Number
Area
Boil Curve
So,USurface Description
(acres)
Group Number
> 75%grass cover Good
023
B 61 00
Composite Area 8 Weighted CN
023
61 00
Time of Concentration
TOC Method SCS TR 55
Sheet Flow Equation
Tc=(0007 ((n Lf)"08))/((P"05) (SfA04))
Where
Tc =Time of Concentration (hr)
n = Mannings roughness
Lf = Flow Length (8)
P = 2 yr 24 hr Rainfall (inches)
Sf = Slope (flRt)
Shallow Concentrated Flow Equation
V = 16 1345 (Sf"0 5) (unpaved surface)
V = 20 3282 (Sf"0 5) (paveal surface)
V = 15 0 (Sf"() 5) (grassed waterway surface)
V = 10 0 (Sf"0 5) (neatly bare 8 untitled surface)
V = 9 0 (Sf^) 5) (cultivated straight rows surface)
V = 7 0 (Sf"O 5) (short grass pasture surface)
V = 5 0 (Sf"0 5) (woodland surface)
V = 2 5 (Sf"0 5) (forest wtheavy titter surface)
To = (Lf / V) / (3600 sec/hr)
Where
Tc = Time of Concentration (hr)
Lf = Flow Length (fl)
V=Velcaty(fti
Sf = Slope (fVR)
Channel Flow Equation
V =(149 (R"(93)) (Sf^05))1n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
Where
Tc=Time of Concentration (n)
Lf = Flow Length (f )
R = Hydraulic Radius (it)
Aq = Flow Area (fl')
Wp = Wetted Penmeter (ff)
V = Velocity (f /sec)
Sf = Slope (f fl)
n = Manning s roughness
User Defined TOC ovemde (minutes) 600
Subbasm Runoff Results
Total Rainfall (in)
1260
Total Runoff (in)
724
Peak Runoff (dial
1 71
Weighted Curve Number
61 00
Time of Concentrabon (days hh mm ss)
00001500
Page 5 of 15

Taco Bell - South Monkey Junction Post Development
Subbasin OFF SITE
1
1
1
1
1
1
1
V
0
= o
0
0
0
0
0
0
0
Rainfall Intensity Graph
100-YR
5
0
g
I
8
5_-
7
5
—
—
—
6
5
--t--
5
5
I
t
4
5-
1
3
5
—
2 _
5
1—
5
—
u 2 4 b 8 lu l2 14 10 18 20 2L 24 25 28 30 32 34
Time (hrs)
Runoff Hydrograph
u
6
5
4
3
2
1
I
I
g-
8
I
7
6
5
4 —
3
z
I�1
0 2 4 b 6 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (his)
Page 6 of 15

Taco Bell - South Monkey Junction Post Development
100-YR
Subbasln UD
Input Data
Area (ac) 068
Weighted Curve Number 9082
Ram Gage ID Gage 01
Composite Curve Number
Area
Soil
Curve
SoillSurface Description
(acres)
Group
Number
Paved parking 8 roofs
0 54
B
9800
> 75 h grass cover Good
013
B
61 00
Composite Area 8 Weighted CN
067
9082
Time of Concentration
User Defined TOC override (minutes) 6
Subbasin Runoff Results
Total Rainfall (in)
1260
Total Runoff (m)
11 46
Peak Runoff (cfs)
7 04
Weighted Curve Number
9082
Time of Concentration (days hh mm as)
0 00 06 00
Page 7 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Subbasin LID
115
11
105
10
95
9
85
8
]5
c` 65
c
- 6
55
`c
m 5
K
45
4
35
3
25
2
15
1
OS
6
5
N 4
U
O
C
3
2
1
0
8
5
5
6
5
5
5
4
5
3
5
2
5
1
5
Rainfall Intensity Graph
I
I
I i I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (hrs)
Page 8 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Junction Input
SN Element
Invert GroundlPom GmundfRwn
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Eleveuan
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft)
(ft)
Ifll
Ittl Ifll
Ifll
(fl)
Itt')
ON
1 Jun-01
3930
4150
220
3930 000
42%
100
10000
000
Page 9 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
ID
Inflow
Lateral Elevation
Depth Surcharge Freehoard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs)
(cfs) (ft)
(ft)
(ft)
(f)
(f)
(ft)
(days hh mm)
(days hh mm) (ac m)
(min)
1 Jun 01
140
000 3981
051
000
332
3931
001
01230
00000 000
000
Page 10 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Pipe Input
SN Element Length
Inlet Inlet
Outlet Outlet Total Average Plpe
Pipe
Pipe Meanings Entrance ExNBend Additional Initial Flap No of
ID
Invert Invert
Invert Invert Drop
Slope Shape
Diameter or
Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset
Height
(tt)
(it) (it)
(ft) (fl) Iff)
N
(in)
(m) (cfs)
1 Lmk-04 1600
3930 000
3920 000 0 10
06200 CIRCULAR
18 000
18 000 00130 05000 05000 00000 000 No 1
Page 11 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Pipe Results
SN Element Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow Total Time Froude Reported
ID Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/ Surcharged Number Condition
Occurrence
Raw
Total Depth
Ratio
(cfs)
(days hh mm)
(cis)
(fVsec) (min)
(fl)
(min)
1 Lmk-04 1 40
0 1230
830
0 17
301 009
046
031 000 Calculated
Page 12 of 15

Taco Bell - South Monkey Junction Post Development 100-YR
Storage Nodes
Storage Node UG_Detentton
Input Data
linen Elevation (ft)
3800
Max (Rim) Elevation (ft)
4233
Max (Rim) Offset (ft)
433
Imhal Water Elevation (ft)
3800
Initial Water Depth (ft)
000
Panded Area (ft')
10000
Evaporation Loss
000
Infl ItrationlE%f l ltration
Exfltration Rate (imhr) 100000
Storage Area Volume Curves
Storage Curve Barells
Stage Storage Stomge
Area Volume
(ft) (ft') (ft')
0 2000 0
0 083 199614 16584
0 167 199617 33368
025 199616 49952
0 333 199616 66536
0 417 199616 8332
05 199616 99904
0 501 200056 100214
0 667 307928 1693 94
075 342733 203525
0 833 369373 237144
0 917 3901 66 270591
1 405896 302948
1083 417802 33454
1 167 426800 365738
1 25 433093 395683
1 333 436986 424551
1 417 4387 34 452543
1 5 4384 12 478809
1 583 435889 503306
1 667 430220 525288
1 75 422329 5445 38
1 833 413725 562479
1 917 404739 579642
2 396226 596226
2083 388392 61281
2167 381074 629594
225 374380 6461 78
2 333 3681 63 662762
2 334 368006 662863
3 833 1478 27 666611
3 834 147868 666862
4 333 222969 916362
Page 13 of 15

Taco Bell - South Monkey Junction Post Development
100-YR
Storage Area Volume Curves
Storage Volume (ft1)
u 1 uuu l uuu a uUe a euu bow
6 NO
ON
a ON
9 000
47
fii}I
43
42az
41
t
t
4981
39
3
38
3]
3]
36
36
35
345
34
33233
33
32
311
i -
31
28
1 1 1
I
29
28
_�_ _ _ 1 _ _ _ _
I_
_
278
27
I
28
28
24
1' _ __ _ _ _ I ___ _ _- _
_ _ _
_ _
_ --
24
22
-------- --j - - -- --------
----1----�
23
I._ -- - - - - - - - - - - - --- - - -
- -
- -
- -
22
18
�_ _ _ __-_-1______-___
-
19
1 ]
_ _ _I _ _ - _ - - _ _ _ _ _ _ _
_ - _
_ _ �_
_ _ _ y - _ _
r
1 7
15
_ } _ _ _ _ _ _ _ _ _
- _ _
_ _ i -
_ ( _
1 4
17
_
_
13
1 2
4 -- f
1 2
11
;
08
a
07
}
-
-
07
08
OB
0
I
I
05
04
j
o4
03
I I f
03
02
I ( + -
02
00
01
1
i
I
I
1 600 1 800 2 0M 2200 2 400 2 600 2 800 3 000 3200 3 400 3 600 3 800 4 000 4200 4 401
Storage Area (ft2)
Storage Area — Storage Volume
Page 14 of 15

Taco Bell - South Monkey Junction Post Development
Storage Node UG_Detentlon (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Wee Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(g) (fl) (fl) (it)
1 Reg-01 Rectangular No 4033 233 400 1 so 320
Output Summary Results
Peak Inflow (cfs)
700
Peak Lateral Inflow (cfs)
700
Peak Outflow (cfs)
1 40
Peak Exfiltretion Flow Rate (cfm)
60 N
Max HGL Elevation Attained (h)
4056
Max HGL Depth Attained (ft)
256
Average HGL Elevatmn Attained (fl)
36 24
Average HGL Depth Attained (N)
024
Time of Max HGL Occurrence (days hh ram)
0 1230
Total Exilkahon Volume (1000 tf•)
26 405
Total Flooded Volume (ac-m)
0
Total Time Flooded (min)
0
Total Retention Time (sec)
000
100-YR
Page 15 of 15

STORMWATER MANAGEMENT REPORT AND
EROSION CONTROL DESIGN
CONSIDERATIONS
TACO BELL - SOUTH MONKEY .JUNCTION
APPENDIX D
NCDENR INFILTRATION SYSTEM
SUPPLEMENTAL CALCULATIONS
24079 0001
H THOMAS Sc HUTTON

TPROJECT NAME TACO BELL - MONKEY JUNCTION
H PROJECT LOCATION 5972 CAROLINA BEACH RD
JOB NO 24079 0001 CALCULATED BY BDR
DATE 2/7/2013 CHECKED BY JDR
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS - INFILTRATION SYSTEM
Site Charactenstics
Drainage arcs
2963000
fi 068 acre
Impervious area
23 522 00
fi 0 54 acre
%Impervious
7939
%
Design mmfall depth
1 50
in
SA Watershed
N
Water Ouahty Volume Renutred
Non SA watershed requires the first 1 5 runoff volume of the entire drainage basin
I c 17-11 r
Volume of Runoff= V=(3630) IDcsatin Rainfall Depth) (Rv) (Drainage Area)
where Rv=005+0009(Ia)
R� = RunofTCocffictcnt= Storm Runoff (mchcs) / Stonn Rainfall (inches)
'A— Impervious Fraction= Impervious Portion ofthe Dmma(,e Area (acres) / Dramatic Arm (acres)
Ip
7939
%
Rv=
0764
Design Rainfall Depth =
1 50
In
Dramatic Area
068
aucs
15 Volume
2831
fir
Volume Required= 28J1 ft3
Storage Volume Provided
Based on data provided by mfiltratmn manufacturer (StomnTcch)
Volume Provided= 7092 03 OK
Page 1 of 2

.r PROJECT NAME TACO BELL • MONKEY JUNCTION
H PROJECT LOCATION 5972 CAROLINA BEACH RD
JOB NO 24079 0001 CALCULATED BY BDR
DATE 2/7/2013 CHECKED BY JDR
THOMAS & HUTTON
SUPPLEMENTAL CALCULATIONS • INFILTRATION SYSTEM
Peak Flow Calculation - Rational C, Pre -Development
Area De.ulpnon
Table 2
Runoff
COLMIICIMI, C
Area
ac
Wooded
015
068
Composite RunoRCocffic,cnt C= 015
Peak Flow Calculation - Rational C, Post -Development
Area Dcscripooa
Table 3 2
Runoff
COCff Lient C
Area
(ac)
Iawms sand wd gat
0 1
014
Impervious
095
054
Composite Runoff Cocifficient C = 077
1 Year, 24 Hour Peak Flow Calculation Pre -Development
Peak Flowrmc Q = C-1-A
C=
015
1=
016
Mhr
A—
068
acres
Q=
002
cfi
1 Year, 24 Hour Peak Flow Calculation Post -Development
Peak Floosie Q=C-1•A
C= 077
1=� 016 'm/hr
A= 068 acres
Q= 008 cfs
Infiltration system designed for zero discharge during the 10 year 24 hour storm event Therefore there will be
7FRO discharge for the 1 rear, 24 hour went
Page 2 of 2

STORMWATER MANAGEMENT REPORT AND
EROSION CONTROL DESIGN
CONSIDERATIONS
TACO BELL - SOUTH MONKEY .JUNCTION
APPENDIX E
RIP RAP OUTLET STRUCTURE
DESIGN CONSIDERATIONS
24079 0001
Fj THOMAS & HUTTON

TTaco Bell - South Monkey Junction Job 24079 0001 402
H5792 Carolina Beach Road Date 2/7/13
Thomas & Hutton Engineering Co Revised
rnau.a b.a*�w Rip Rap Outlet Design Considerations By 13DRIJDR
RIP RAP OU rLET #1 DESIGN - 18" Outlet from Infiltration SJstcm
The Pipe was modeled using the SSA computer program described in Section 5 of this
report The 25 year peak flow was taken from the model output in Appendix C and listed
Pipe Dia (m) = 18
Q25 = 0 00 cfs
Velocity= 0 00 ft/sec < 25 fps (Permissible Velocity of Bare Sod)
Therefore an energy dissipator IS NO7 required
Provide 5' x 5 apron as an extra measure 3 minimum stone sire 12" depth
Zone of Apron - (See Figure 50 14 pg 50 2� in NHC SIOOnwaler Manual)
Length of Apron (6*pipe dia 5 min) - ft (See Figure 50 15 pg 50 26 in NHC Stomiwatei Manual)
Width (3*pipe dia 5' min) - ft (Sec Figure 50 15 pg 50 26 in NHC Stonnwiter Manual)
Minimum Stone Size - In (See Figure 50 15 pg 50 26 in NHC Stonnwater Manual)
Depth of Rip Rap - in (See Figure 50-I5 pg a0 26 in NHC Stormwater Manual)
Z \24079\24079 0001\Engineering\Calculations\Storm Water\24079 0001 - Rip Rap Calcs xlsx

STORMWATER MANAGEMENT REPORT AND
EROSION CONTROL DESIGN
CONSIDERATIONS
TACO BELL - SOUTH MONKEY JUNCTION
APPENDIX F
SUBSURFACE AND GEOTECHNICAL ENGINEERING
ANALYSIS REPORT
24079 0001
H THOMAS & HUTTON

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
LOT 3 BRM ASSOCIATES #1, LLC
WILMINGTON, NEW HANOVER COUNTY, NORTH CAROLINA
TM
PREPARED FOR
MR JOHN COCKRUM
ENVIRONMENTS UNLIMITED
215 S KERR AVENUE
WILMINGTON, NORTH CAROLINA 28403
ECS CAROLINAS, LLP PROJECT NO 2218078
SEPTEMBER 7, 2012

ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities NC R&Ja4 ed F,Vi mg Frm=,o19
September 7, 2012
Mr John Cockrum
Environments Unlimited
215 S Kerr Avenue
Wilmington, North Carolina 28403
Re Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lot 3 BRM Associates #1, LLC
Wilmington, New Hanover County, North Carolina
ECS Protect No 22 18078
Dear Mr Cockrum
As authorized by your acceptance of our proposal number 16169, dated August 2, 2012,
ECS Carolinas, LLP (ECS) has completed a subsurface exploration for the subject
project This report presents the results of the field exploration and engineering
Analysis, along with our recommendations for design of geotechnical related items
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase If
you have any questions concerning the Information and recommendations presented in
this report, please contact us at [phone] for further assistance
Respectfully submitted,
ECS CAROLINAS, LLP
Winslow E Goins, P E
Project Engineer
North Carolina License No 033571
VW M I S#-�
Waled M Sobh, P E
Principal Engineer
North Carolina License No 022983
7211 Ogden Business Park Suite 201, Wilmington NC 28411 • T 910-686-9114 F 910 686-9666 • www ecsiimited com
ECS Capitol Services PLLC ECS Carohrras LLP ECS Florida LLC ECS Mdwesi LLC ECS Mid /Wanhc LLC ECS Southeast LLC ECS Texas LLP

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
LOT 3 BRM ASSOCIATES #1, LLC
WILMINGTON, NEW HANOVER COUNTY, NORTH CAROLINA
PREPARED FOR
MR JOHN COCKRUM
ENVIRONMENTS UNLIMITED
215 S KERR AVENUE
WILMINGTON, NORTH CAROLINA 28403
PREPARED BY
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO 22 18078
FIRM NO F-1078
WINSLOW, E, GOINS, P E
C1'751 _-
���GIII4i I'll i i + �\�\�
NC LICENSE NO 033751
SEPTEMBER 7, 2012

TABLE OF CONTENTS
1 0 EXECUTIVE SUMMARY
2 0 PROJECT OVERVIEW
2 1 Project Information
2 2 Scope of Work
2 3 Purpose of Exploration
3 0 EXPLORATION PROCEDURES
3 1 Subsurface Exploration Procedures
3 1 1 Cone Penetration with Direct Push Sampling
3 1 2 Hand Auger Boring and Infiltration Tests
4 0 EXPLORATION RESULTS
41 Site Conditions
42 Regional Geology
43 Soil Conditions
44 Groundwater Conditions
45 Seasonal High Water Level And Infiltration Results
5 0 ANALYSIS AND RECOMMENDATIONS
51 Subgrade Preparation
52 Engineered Fill Placement
53 Foundations Design
54 Floor Slab Design
55 Lateral Earth Pressures
56 Excavation Conditions
57 Pavement Design Considerations
58 Site Drainage
59 Construction Considerations
6 0 CLOSING
APPENDICES
APPENDIX A -FIGURES
APPENDIX B-CPT SOUNDING AND DIRECT PUSH BORING LOGS
APPENDIX C-INFILTRATION TESTING FORM
APPENDIX D-GENERAL CONDITIONS
2
2
2
2
3
3
3
3
4
4
4
4
5
9
9
10
10
11
11
13

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates #1 LLC
Wilmington, New Hanover County North Carolina
ECS Protect No 22 18078
1 0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located at 5972 Carolina Beach Road in Wilmington, North Carolina
The proposed site Is approximately 0 91 acres At the time of our field exploration, the site was
open and relatively level with typical elevations ranging from 40 to 45 feet
We understand that a one-story, approximately 2,900 square foot restaurant will be constructed on
the proposed site Protect specific information including structural and grading information was not
available at the time this report was prepared
Approximately 2 to 6 inches of organic topsoil was reported by the drillers at the CPT sounding
locations Beneath the surface to depths of about 7 feet, the test soundings typically
encountered intermittent layers of loose to medium dense silty, slightly silty and clean sands
(SM, SP-SM, SP) and firm to stiff sandy silts (ML) From 7 feet to depths of approximately 10
feet, the test soundings typically encountered intermittent layers of soft to firm sandy silts and
clayey silts (ML, ML-CL) From 10 feet to depths of approximately 20 feet, the test soundings
typically encountered intermittent layers of medium dense to very dense silty, slightly silty and
clean sands (SM, SP-SM, SP) and firm sandy silts (ML)
It is important to note that the near surface site soils consist of relatively loose sands These
soils will likely require in -place densification to achieve a stable subgrade for support of the
proposed construction
In summary, the proposed buildings can be supported on conventional shallow foundations
For foundations designed and constructed in accordance with the recommendations provided In
this report, a net allowable soil bearing pressures of 3,000 pounds per square foot (psf) is
recommended for use in proportioning shallow foundations bearing at least 12 inches below the
prevailing grades Once structural loads and protect grading layouts are determined, we request
that they be provided to us so that we may review our recommendations and make any necessary
changes
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the protect are discussed in
detail in the subsequent sections of this report Please note this Executive Summary is an
important part of this report and should be considered a "summary" only The subsequent
sections of this report constitute our findings, conclusions, and recommendations in their
entirety
Prepared By Reviewed By
Winslow E Goins, P E Walid M Sobh, P E
Protect Engineer Principal Engineer

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRIM Associates #1 LLC
Wilmington, New Hanover County, North Carolina
ECS Project No 22 18078
2 0 PROJECT OVERVIEW
2 1 Project Information
Our understanding of the proposed construction is based upon our discussions with
representatives of Environments Unlimited The proposed site is located at 5972 Carolina Beach
Road in Wilmington, North Carolina The proposed site is approximately 0 91 acres At the time of
our field exploration, the site was covered with open and relatively level with typical elevations
ranging from 40 to 45 feet
We understand that a one-story, approximately 2,900 square foot restaurant will be constructed on
the proposed site Project specific Information Including structural and grading Information was not
available at the time this report was prepared
2 2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of the
following
• two electronic cone penetration test (CPT) test sounding
• one direct push sampling boring
• two hand auger borings and Infiltration tests
• engineering analyses of the field findings with respect to the provided project Information
2 3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions
at the site and to develop engineering recommendations to assist in the design and construction
of the proposed project We accomplished these objectives as follows
• performing a site reconnaissance to evaluate the existing site conditions
• performing soundings and borings to explore the subsurface soil and groundwater
conditions performing hand auger borings to estimate seasonal high groundwater
level,
• performing infiltration tests to determine the infiltration rate of the soils in the
proposed stormwater BMP,
• analyzing the field to develop appropriate geotechnical engineering design and
construction recommendations

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates #1, LLC
Wilmington New Hanover County, North Carolina
ECS Protect No 22 18078
3 0 EXPLORATION PROCEDURES
3 1 Subsurface Exploration Procedures
3 1 1 Cone Penetration Testing
Two electronic cone penetration test soundings were performed in the proposed building area
during our field exploration The cone penetration test soundings were performed in general
conformance with ASTM D 5778 by our subcontractor The soundings were advanced to
depths of 20 feet The soundings were performed with a track mounted rig The approximate
location of the CPT sounding is indicated on the Exploration Location Map in Appendix A of this
report
The cone used in the sounding has a tip area of 10 cmZ and a sleeve area of 150 cmZ The
CPT soundings recorded tip resistance and sleeve friction measurements to assist in
determining pertinent index and engineering properties of the site soils The ratio of the sleeve
friction to tip resistance is then used to aid in assessing the soil types through which the tip is
advanced The results of the CPT are presented in Appendix B
In addition to the CPT soundings, one direct push boring was performed in the proposed BMP
area The direct push obtains continuous soil samples by driving four foot long sample tubes by
means of a percussion hammer The sample tubes are returned to the soils laboratory in
Wilmington, North Carolina The samples are visually classified and used to help verify the soil
descriptions in the nearby CPT sounding
3 1 2 Hand Auger Borings and Infiltration Tests
On September 5, 2012, two hand auger borings were performed on the site The purpose of the
hand auger borings was to stratify the subsurface soils and estimate the seasonal high water
table We evaluated the subsurface soil and ground water conditions by drilling the hand auger
borings to depths ranging from approximately 70 to 80 inches below the existing ground surface
at the approximate locations indicated on the Exploration Location Diagram in Appendix A of
this report We visually classified the subsurface soils on site The results are provided in
Section 4 5 and in Appendix C
In the hand auger borings, redoximorphic depletions and concentrations of iron, known as
"drainage mottles", are used as soil indicators to estimate the seasonal high water table These
soil indicator features can form in a matter of days in ideal conditions and remain unchanged for
decades or more after the water table has changed

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates #1 LLC
Wilmington, New Hanover County, North Carolina
ECS Protect No 22 18078
4 0 EXPLORATION RESULTS
4 1 Site Conditions
The proposed site is approximately 0 91 acres At the time of our field exploration, the site was
covered with open and relatively level with typical elevations ranging from 40 to 45 feet
4 2 Regional Geology
The site is located in the Coastal Plain Physiographic Province of North Carolina The Coastal
Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean Soils
in this area generally consist of sedimentary materials transported from other areas by the ocean or
rivers These deposits vary in thickness from a thin veneer along the western edge of the region to
more than 10,000 feet near the coast The sedimentary deposits of the Coastal Plain rest upon
consolidated rocks similar to those underlying the Piedmont and Mountain Physiographic
Provinces In general, shallow unconfined groundwater movement within the overlying soils is
largely controlled by topographic gradients Recharge occurs primarily by infiltration along higher
elevations and typically discharges into streams or other surface water bodies The elevation of the
shallow water table is transient and can vary greatly with seasonal fluctuations in precipitation
4 3 Soil Conditions
CPT Soundings Approximately 2 to 6 inches of organic topsoil was reported by the drillers at
the CPT sounding locations Beneath the surface to depths of about 7 feet, the test soundings
typically encountered intermittent layers of loose to medium dense silty, slightly silty and clean
sands (SM, SP-SM, SP) and firm to stiff sandy silts (ML) The equivalent corrected standard
penetration test resistances (N'-values) in these soils generally ranged from 5 to 26 blows per
foot (bpf)
From 7 feet to depths of approximately 9 feet, the test soundings typically encountered
intermittent layers of soft to firm sandy silts and clayey silts (ML, ML-CL) The equivalent
corrected standard penetration test resistances (N'-values) in these soils generally ranged from
4 to 10 bpf
From 9 feet to depths of approximately 20 feet, the test soundings typically encountered
intermittent layers of medium dense to very dense silty, slightly silty and clean sands (SM, SP-
SM, SP) and stiff sandy silts (ML) The equivalent corrected standard penetration test
resistances (N`-values) in these soils generally ranged from 9 to 53 bpf
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the CPT test soundings The CPT Sounding Records in Appendix B contain
detailed information recorded at each of the sounding locations
Direct Push Boring From the surface to 8 feet, the direct push boring typically encountered
intermittent layers of light gray, tan, dark brown and brown, silty and clean sands (SM, SP)

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates #1, LLC
Wilmington, New Hanover County, North Carolina
ECS Project No 22 18078
4 4 Groundwater Conditions
Porewater pressure measurements were made at all sounding locations during exploration
Furthermore, visual observations of the samples retrieved during drilling exploration were also
used in evaluating the groundwater conditions The groundwater depths were observed to
range from about 6 3 to 7 9 feet below the existing grade in the CPT soundings In the Direct
push boring, the groundwater was observed to be at approximately 7 0 feet
The highest groundwater observations are normally encountered in the late winter and early
spring Variations in the location of the long-term water table may occur as a result of changes
in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at
the time of this exploration If long term water levels are crucial to the development of this site,
it would be prudent to verify water levels with the use of perforated pipes or piezometers
4 5 Seasonal High Water Table and Infiltration Test Results
The results from groundwater observations, seasonal high water level (SHWL) estimates and
infiltration tests performed in the hand auger borings are summarized below
SHWL
Groundwater
Infiltration Test
Infiltration
Location
(in)
Depth (in)
Depth (in)
Rate
in/hr
1-1
60
80
36
214
1-2
48
70
24
222
For detailed information, please refer to the Infiltration Testing Form in Appendix C

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates #1 LLC
Wilmington, New Hanover County North Carolina
ECS Project No 22 18078
5 0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the
proposed construction, the information provided to us during this study and our past experience
with similar conditions Should any of the Information provided to us be changed prior to final
design, ECS should be notified to review these recommendations and make appropriate
revisions, if necessary
5 1 Subgrade Preparation
The first step in preparing the site for the proposed construction should be to remove
vegetation, rootmat, topsoil, deleterious materials, existing pavement, foundations, utilities, and
any other soft or poor materials from the existing ground surface These operations should
extend at least 10 feet, where possible, beyond the planned limits of the proposed buildings and
pavements
After proper clearing, stripping, grubbing, and prior to fill placement, foundation, slab, or
pavement construction, the exposed subgrade soils should be carefully evaluated by an
experienced geotechnical engineer to Identify any localized unsound or otherwise poor
materials After evaluating the exposed soils, proofrolling using a smooth drum roller; having an
axle weight of at least 10 tons, is suggested to be used at this time to aid In Identifying localized
loose and yielding areas which should be removed The proofrolling will also help density the
upper exposed subgrade soils During this process, it may be necessary to allow groundwater
brought to the surface during densification to recede prior to continued densification or
subsequent fill placement Any soft or substandard materials identified during proofrolling
operations should be either repaired in -place or removed and replaced with an approved backflll
placed and compacted in accordance with recommendations of this report
Site subgrade conditions will be significantly influenced by weather conditions Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after periods of more favorable weather We strongly recommend that rubber tire
equipment not be used if subgrade conditions exhibit elevated moisture conditions The
contractor should use tracked equipment to minimize the degradation of marginally steady
subgrade
The preparation of fill subgrades, as well as proposed building subgrades, should be observed
on a full-time basis by ECS personnel These observations should be performed by an
experienced geotechnical engineer or qualified person to ensure that substandard materials
have been removed and that the prepared subgrade meets project requirements for support of
the proposed construction and/or fills

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates #1 LLC
Wilmington New Hanover County North Carolina
ECS Project No 22 18078
5 2 Enafneered Fill Placement
Following the removal of deleterious surface and subsurface materials, and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades Fill for support of the proposed construction and for backfill of utility Imes within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 Inches, and have a Liquid Limit (LL) and Plasticity
Index (PI) less than 35 and 9, respectively We also recommend that fills within structural areas
have a standard Proctor (ASTM D 698) maximum dry density of at least 100 pounds per cubic
foot (pcf)
Materials that should not be used as engineered fill Include topsoil, organic materials (OH, OL),
and high plasticity clays and silts (CH, MH) Such materials removed during grading operations
should be either stockpiled for later use in landscape fills, or placed in approved on or off -site
disposal areas
Existing soils containing significant amounts of organic matter will not be adequate for re -use as
engineered fill As such, the organic content of the near surface soils should be evaluated to
determine if some of these soils will be adequate for re -use as engineered fill Natural fine-
grained soils classified as clays or silts (CL, ML) with LL and PI greater than 35 and 9,
respectively, should be evaluated by the geotechnlcal engineer at the time of construction to
determine their suitability for use as engineered fill
Prior to the commencement of fill operations and/or utilization of any off -site borrow materials,
the contractor should provide representative samples of the proposed fill soils to the
geotechnlcal engineer The geotechnlcal engineer can determine the material's suitability for
use as an engineered fill and develop moisture -density relationships in accordance with the
recommendations provided herein Samples should be provided to the geotechnlcal engineer at
least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to be
performed
FIII materials placed within the building and pavement areas should be placed in lifts not
exceeding 8 inches in loose lift thickness and moisture conditioned to within their working range
of optimum moisture content The fills should then be compacted to a minimum of 98 percent of
the soil s standard Proctor (ASTM D 698) maximum dry density The typical working range of
optimum moisture for the natural Coastal Plain soils at the site is expected to be within
approximately 3 percent of the optimum moisture content Care should also be taken to provide
a smooth, gently sloping ground surface at the end of each day's earthwork activities to help
reduce the potential for ponding and absorption of surface water
Grade controls should also be maintained throughout the filling operations Filling operations
should be observed on a full-time basis by qualified ECS personnel to determine that the
required degrees of compaction are being achieved We recommend that a minimum of one
compaction test per 2,000-square-foot area be performed for each lift of controlled fill The
elevation and location of the tests should be clearly identified at the time of fill placement
Areas which fail to achieve the required degree of compaction should be re -worked until the
specified degree of compaction is achieved Failing test areas may require moisture
adjustments or other remedial activities in order to achieve the required compaction

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRIM Associates #1, LLC
Wilmington, New Hanover County North Carolina
ECS Protect No 22 18078
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation Wet or frozen soils should be removed prior to the
continuation of site grading and fill placement Borrow fill materials, if required, should not
contain excessively wet or frozen materials at the time of placement Additionally, if grading
operations occur during the winter months, frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified Immediately
5 3 Foundations Recommendations
Provided the subgrade preparation and earthwork operations are completed in strict accordance
with the recommendations of this report, the proposed support structures can be supported on
conventional shallow foundations bearing on approved natural materials and/or properly
compacted fill We recommended a net allowable design soil bearing pressure of 3,000 psf for
proportioning continuous and Isolated column footings To reduce the possibility of foundation
bearing failure and excessive settlement due to local shear or "punching" failures, we
recommend that continuous footings have a minimum width of 18 Inches and that Isolated
column footings have a minimum lateral dimension of 30 Inches Furthermore, footings should
bear at a depth to provide adequate frost cover protection For this region, we recommend the
bearing elevation be a minimum depth of 12 Inches below the finished exterior grade or in
accordance with the local building code requirements Once structural loads and site grades are
established, we request that they be provided to us to review our recommendations and make any
necessary changes
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils in excess of the final minimum surrounding overburden pressure The
final footing elevation should be evaluated by ECS personnel to verify that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and are adequate for
foundation construction This analysis should Include visual observations, hand rod probing,
and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction, in each column footing
excavation and at intervals not greater than 20 feet in continuous footing excavations
The settlement of a structure is a function of the compressibility of the bearing materials,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation Estimates of settlement for foundations bearing
on engineered or non -engineered fills are strongly dependent on the quality of fill placed
Factors which may affect the quality of fill include maximum loose lift thickness of the fills placed
and the amount of compactive effort placed on each lift Provided that the recommendations
outlined in this report are strictly adhered to, we expect that total settlements for the proposed
construction are expected to be in the range of 1 inch or less, while the differential settlement
will be approximately 1/2 of the anticipated total settlement This Analysis is based on our
engineering experience and assumed structural loadings for this type of structure, and is
intended to aid the structural engineer with his design

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates k1 LLC
Wilmington New Hanover County, North Carolina
ECS Project No 22 18078
Exposure to the environment may weaken the soils at the foundation bearing elevation if the
foundation excavations remain exposed during periods of Inclement weather Therefore,
foundation concrete should be placed the same day that proper excavation is achieved and the
design bearing pressure verified If the bearing soils area softened by surface water absorption
or exposure to the environment, the softened soils must be removed from the foundation
excavation bottom Immediately prior to placement of concrete If the excavation must remain
open overnight, or if Inclement weather becomes Imminent while the bearing soils are exposed,
we recommend that a 2 to 3 Inch thick "mud -mat' of "lean' concrete be placed over the exposed
bearing soils before the placement of reinforcing steel
5 4 Floor Slab Design
Provide a suitable subgrade will be prepared as recommended herein, ground level slabs can
be designed as slabs -on -grade Our findings Indicate that a modulus of subgrade reaction (ks)
of 150 pci is appropriate for design provided that upper 12 Inches of the slab subgrade soils
have been uniformly compacted to at least 98 percent of their standard Proctor maximum dry
density and are unyielding during proofrolling
We recommend that slabs -on -grade be Isolated from the foundations so that potential
differential settlement of the structure will not Induce shear stresses in the floor slab Also, to
minimize the crack width of any shrinkage cracks that may develop near the surface of the slab,
wire mesh reinforcement may be included in the slab design The mesh should be located in
the top third of the slab to be effective
We also recommend that slabs -on -grade be underlain by a minimum of 6 Inches of open graded
aggregate to help prevent the capillary rise of subsurface moisture from adversely affecting the
slab If open graded aggregate is not available, clean sand with less than 3 percent fines can
be used provided the placement and compaction of the sand complies with the above
recommendations If floor covering such as the or carpet will be utilized for Interior finishes, a
polyethylene vapor barrier may be used beneath the floor slab for moisture control
considerations
5 5 Lateral Earth Pressures
Any below -grade or retaining walls utilized for this project should be designed to withstand the
lateral earth pressures and hydrostatic pressure exerted upon them In the design of below -
grade retaining walls to restrain compacted sandy engineered fill or sandy in -situ natural soils,
the following soil parameters can be utilized
• Internal friction angle of 330
• Saturated unit weight of 115 pcf
• At -Rest State, earth pressure coefficient (Ko) of 0 45 for the sands
• Active State, earth pressure coefficient (Ka) of 0 29 for the sands
• Passive State, earth pressure coefficient (Kp) of 3 39 for the sands
• Friction factor, f = 0 35

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates #1 LLC
Wilmington, New Hanover County, North Carolina
ECS Protect No 22 18078
For wall conditions where wall movement cannot be tolerated or where the wall Is restrained at
the top, the "At Rest' earth pressure should be used For wall conditions where outward wall
movement in the range of 1/2 to 1 percent of the wall height can be tolerated, the "Active" earth
pressure should be used In evaluating the resistance of soil to lateral loads Imposed by
structures, the "Passive" earth pressure should be used Please note that the full development
of passive pressure requires deflections toward the soil mass on the order of 1 to 4 percent of
the wall height Furthermore, the passive contribution within the zone of frost penetration (12
Inches) should be neglected
The type of retaining wall used should be carefully selected considering adjacent areas and
construction Irrespective of the retaining wall system chosen, we recommend that the design
of the new retaining walls consider their global stability We recommend that the global factor of
safety should be at least 1 5 Other factors of safety shall be as follows
Factor of Safety against Sliding > 1 5
Factor of Safety against Overturning > 2 0
Factor of Safety against Bearing Capacity Failure > 2 0
5 6 Excavation Considerations
All areas of excavation should meet the requirements of the most current Occupational Safety
and Health Administration (OSHA) 29 CFR Part 1926, "Occupational Safety and Health
Standards -Excavations" The type of excavation support system should be carefully considered
based upon the construction and design requirements for the project The design of excavation
support systems is beyond the scope of this exploration Excavation safety should be the sole
responsibility of the contractor and their subcontractors
5 7 Pavement Design Considerations
For the design and construction of exterior pavements, the subgrades should be prepared in
strict accordance with the recommendations in the "Subgrade Preparation" and "Engineered Fill
Placement" sections of this report An important consideration with the design and construction
of pavements is surface and subsurface drainage Where standing water develops, either on
the pavement surface or within the base course layer, softening of the subgrade and other
problems related to the deterioration of the pavement can be expected Furthermore, good
drainage should minimize the possibility of the subgrade materials becoming saturated during
the normal service period of the pavement
ECS recommends a light duty flexible pavement section of 2 inches of surface SF9 5 mix
overlying at least 6 inches of compacted ABC stone In the parking and drive aisle areas For a
heavy duty flexible pavement section, ECS recommends 3 inches of surface S179 5 mix
overlying at least 6 inches of compacted graded aggregate base in the parking and roadway
areas For a light to medium duty rigid pavement section, we recommend 6 inches of 650 psi
flexible strength concrete overlying at least 6 inches of compacted ABC stone in the roadway
areas
10

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRIM Associates Nt LLC
Wilmington, New Hanover County, North Carolina
ECS Protect No 22 18078
Regardless of the section and type of construction utilized, saturation of the subgrade materials
and asphalt pavement areas results in a softening of the subgrade material and shortened life
span for the pavement Therefore, we recommend that both the surface and subsurface
materials for the pavement be properly graded to enhance surface and subgrade drainage By
quickly removing surface and subsurface water, softening of the subgrade can be reduced and
the performance of the parking area can be Improved Site preparation for the parking areas
should be similar to that for the building area including stripping, proofrolling, and the placement
of compacted structural fill
Please note that large, front -loading trash dumpsters frequently impose concentrated front -
wheel loads on pavements during loading This type of loading typically results in rutting of
bituminous pavements and ultimately pavement failures and costly repairs Consequently, we
recommend the use of an 8 Inch thick, mesh reinforced concrete slab that extends the entire
length of the truck Concrete pavements should be properly jointed and reinforced as needed to
help reduce the potential for cracking and to permit proper load transfer
5 8 Site Drainage
Positive drainage should be provided around the perimeter of the structure to help minimize the
potential for moisture infiltration into the foundation and slab subgrade soils We recommend
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures Roof water
should be discharged directly into below -grade stormwater piping or be directed a sufficient
distance away from the building with downspouts The parking lots, sidewalks, and any other
paved areas should also be sloped to divert surface water away from the proposed building
The proper diversion of surface water during site grading and construction will help reduce the
potential for delays associated with periods of inclement weather The proper diversion of
surface water Is especially critical since portions of the site soils are expected to be moisture
sensitive Based upon our past experience, the use of "crowning" large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades
5 9 Construction Considerations
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its flow Other
practices would involve sealing the exposed soils daily with a smooth -drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils
11

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRM Associates #1 LLC
Wilmington, New Hanover County North Carolina
ECS Protect No 22 18078
The key to minimizing disturbance problems with the soils Is to have a proper earthwork
operations plan Specifically, it should be the earthwork contractor's responsibility to maintain
the site soils within a workable moisture content range to obtain the required In -place density
and maintain a durable subgrade Scarifying and drying operations should be Included In the
contractor's price and not be considered an extra to the contract In addition, construction
equipment cannot be permitted to travel across the site, especially once the desired final grades
have been established Construction equipment should be limited to designated lanes and
areas, especially during wet periods to minimize disturbance of the site subgrades It will likely
be necessary to utilize tracked equipment during grading operations particularly If the subgrade
soils exhibit elevated moisture conditions
12

Report of Subsurface Exploration and Geotechnical Engineering Evaluation
Lot 3 BRIM Associates #1 LLC
Wilmington New Hanover County North Carolina
ECS Project No 22 18078
6 0 CLOSING
Our geotechnical Analysis of the site has been based on our understanding of the site, the
project Information provided to us, and the data obtained during our exploration The general
subsurface conditions utilized in our analysis have been based on Interpolation of subsurface
data between the soundings If the project Information provided to us is changed, please
contact us so that our recommendations can be reviewed and appropriate revisions provided, if
necessary The discovery of any site or subsurface conditions during construction which
deviate from the data outlined In this exploration should be reported to us for our review,
Analysis and revision of our recommendations, if necessary The assessment of site
environmental conditions for the presence of pollutants in the soil and groundwater of the site is
beyond the scope of this geotechnical exploration
13

APPENDIX A
FIGURES

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— Wilmington, North Carolina

APPENDIX B
CPT SOUNDING LOGS AND DIRECT PUSH BORING LOG

Unified Soil Classification System
(ASTM Designation D--3487)
Major 1),11"on
Group Svntix,l
Typical Names
Classillcation Criteria
GW
Wcll-graded gravels and grad-
C„ = Dm✓thin Greater than 4
sand mi'l.— little or no lines
_
C,=iU,o)'hUc,,.x D„a] Between I and 3
zGP
Poorly graded gravel' :rod gravel- _
_ -
Not meeting both criteria for G W
-
sand mixtures, litOc or no tines -
_
_
3
J =
GM
Sih, gravels, gravel-scrod-xllt
-
Aaerbcrp limits plot bdow "A" [in, or
-
mixtures
- =
plasticity index I— than 4
GC
Clayey grtvcls. gravel-.and-d:ry
Atterberg limits 'lot above -A- Tine
I
-
_
mixtures -
and plasticity index greater than 7
SW
Wdl L adcd sw,d, and welly °
D„,✓l) ncrIh,m h
sand: little ur no finc>
C, tD„�)=lt D,. xD,t) BGwxn I and 3
i
SP
Po(,t ly graded sand and
Not n'teeling both criteria hx SW
_
sand.. little or no aloes =
-
..
Att rberg limit_ plot below 'A` line or
SM
Silp sands, auul-silt mixture'
-
I I -twity and x ss than 4
ltterherg limn: plot above W line
=
SC
Clayey sands. sanl clay mixtures
-
and p1 tstw,t) mdcx �—wr than 7
MI_
Inorganic silts, very fine sands,
...........
_-
rack (lour, silty or clayey tote
u
_ =
_
pia C itp. gravelly d tys, sandy
_
clan. silt, clay. Icon clays
-
1
OL
Orgaoir silo and organic silty
_
-
das of I plat tv
Mai
In, rgant .Its, tro s ous ur
_ ,
diammucuws fin sands or silt ,
clastic silty
_
- =
CN
htotganic clays of I-h pla,i-tly.AX
Iatclays
I
OH
Organic days of medium to high
PP.t iry than
(tr the alay.+it f n nt fine- wd soils.
plasticity
'[',tits
made on harm,, finer than Nu. AO,-,
Highly organic soils Pt
Peat. muck and other highly
F9ba,us organic matter: will
organic SUII,
chat, bnl'n, l,, LIOW
I�V'i"�YWYWW�I�YIII�
UNIFIED SOIL
CLASSIFICATION
-_. ww,v
SYSTEM

REFERENCE NOTES FOR CONE PENETRATION
TEST (CPT) SOUNDINGS
In the CPT sounding procedure (ASTM-D-5778), an electronically instrumented cone penetrometer
is hydraulically advanced through soil to measure point resistance (q.), pore water pressure (u2),
and sleeve friction (f,). These values are recorded continuously as the cone is pushed to the
desired depth. CPT data is corrected for depth and used to estimate soil classifications and
intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained
shear strength. The graphs below represent one of the accepted methods of CPT soil behavior
classification (Robertson, 1990).
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Friction Ratio, F,(%) Pore Pressure Ratio, Bq
1. Sensitive, Fine Grained 6. Clean Sands to Silty Sands
2. Organic Soils-Peats 7. Gravelly Sand to Sand
3. Clays; Clay to Silty Clay 8. Very Stiff Sand to Clayey Sand
4. Clayey Silt to Silty Clay 9. Very Stiff Fine Grained
5. Silty Sand to Sandy Silt
The following table presents a correlation of corrected cone tip resistance (qj to soil consistency
or relative density
SAND
SILTICLAY
Corrected Cone Tip
Resistance qj tsf)
Relative Density
Corrected Cone Tip
Resistance q,is
Relative Density
<20
Very Loose
<5
Very Soft
20-40
Loose
5-10
Soft
40-120
Medium Dense
10-15
Firm
15-30
Stiff
120-200
Dense
30-45
Very Stiff
<200
Very Dense
- 45-60
<60
Hard
- -
very Hard

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Environments Unlimited
22:18078
G-1
1 OF 1
PROJECT NAME
ARCHI
Lot 3 BRM Associate #1 LLC
SI HE LOCAIION
{J- CALIBRATED PENETROMETER
TONS LI'T2
5972 Carolina Beach Rd Wilmin ton NC
, 5.
PLASTIC WATER LIQUID
LIMIT CONTENT %. LIMIT
I ♦ —1
ROCK DUALITY D[:': SIGNATION & RECOVERY
-
DESCRIPTION OF MATERIAL ENGI-ISH UNITS
-
-
-
ROD%.. _ . RED%
-
-
B TI OM OF ASING LOSS OF CIRCULA'TIUN
ZO
20°1 4 io 6R"ia NO a
STANDARD PENETRATION
K
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SURFACE ELEVATION
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3:
BI.OWSiEf
♦
Topsoil. Depth [4'1
Tan -Light Gray, Fine SAND, (SP)
25
Dark Brown Silty. Fine SAND. (SM)
5-
Brown, Fine to Medium SAND. (Sp)
Z5
END OF BORING @ 8.0'
i0
125
15
THE SrHATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BE TWLEN SOIL TYPES. INSITUTHE TRANSITION MAY BE GRADUAL.
wL 7.0' ws❑ wD{]
BORING STARTED 9/7/12
WEac;) WLfACH)
BORING COMPLETED 9/7/12
CAVE IN DEPTH
,f wT.
BIG GeoProbe FOHEMAN CR
DRILLING METHOD Direct Push

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General Conditions
The Analysis, conclusions, and recommendations submitted in this report are based on the
exploration previously outlined and the data collected at the points shown on the attached
location plan This report does not reflect specific variations that may occur between test
locations The soundings were located at the requested locations selected by the client where
site conditions permitted and where it is believed representative conditions occur, but the full
nature and extent of variations between soundings and of subsurface conditions not
encountered by any sounding may not become evident until the course of construction If
variations become evident at any time before or during the course of construction, it will be
necessary to make a re -Analysis of the conclusions and recommendations of this report and
further exploration, observation, and/or testing may be required
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the foundation, excavating and earthwork subcontractors, if any,
shall require that the contractor certify that all work in connection with foundations, compacted
fills and other elements of the foundation or other support components are in place at the
locations, with proper dimensions and plumb, as shown on the plans and specifications for the
project
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil exploration work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the soil studies will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such changed conditions The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further exploration as may be required to
properly evaluate these conditions
Further, it is understood that any specific recommendations made in this report as to on -site
construction review by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations

3
SWARTZ PROPERTHEI LLC
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BASIN LABEL
NODE LABEL
NOTE ENTIRE SITE CONSIST OF RImW (Rm) TYPE A
SOILS PER NEW HANOVER COUNTY SOIL SURVEY
PRE DEVELOPMENT BASIN EXHIBIT
THOMAS & HUTTON
PROPOSED ACTMtt
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LOCATION 5799 CAROUNIA BEACH RD NEW HANOVER NC
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DATE FeDF m 7 413 SHEET 01
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NOTE ENTIRE SITE CONSIST OF RImNI IR.I TYPE A
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R & S MATTHEWS PROPERTIES LLC
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THOMAS & HUTTON
1350 FARROW PARKWAY I MYRTLE BEACH SC 29577
POST OFFICE BOX 8000 1 MYRTLE BEACH SC 29578 8000
843 839 3545 1 WWW THOMA5ANDHUTTON COM
February 7 2013
Ms Christine Nelson
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington NC 28405
Re Stormwater Management
Permit Application
Taco Bell South Monkey Junction NC
24079 0001 303
Dear Ms Nelson
On behalf of Taco Bell we are pleased to submit the Stormwater Management Permit Application for
the above referenced project for your review The following items are included for your review
• Application fee
• One (1) original and one (1) copy of the completed Stormwater Management Application Form
• One (1) copy of the Certificate of Authority for R&S Matthews Properties LLC
• One (1) original copy of the infiltration trench Supplement including the required item
checklist and executed Operation and Maintenance agreement
• One (1) copy of current deed
• One (1) copy each of the ACOE - No wetland letter
• One (1) copy of Stormwater and Erosion Control Design Considerations including Project
Narrative USGS Vicinity Map and
• Two (2) copies of Site Development Plans
Please review the application and if everything is in order we respectfully request NCDENR approval
Please feel free to contact me at [phone] should you have any questions or comments Thank you for
your time and assistance with this project
Sincerely
THOMAS & HUTTOA
John Richards PE [)�
Principal/Project Manager
Enclosures as listed above
cc Ronnie B Matthews/R&S Matthews Properties LLC
Jack Reel PE/Thomas and Hutton
ECC'V
MAR 01 2013
BY -
SAVANNAH, GA I CHARLESTON SC I WILMINGTON NC I BRUNSWICK GA

CA201210708580
SOSID10580R71
Date Filed 4/16/2012 12 09 00 Phi
�'` LIMITED LIABILITY COMPANY ANNUAL Elallina Marshall
North Carolina Secretary of state
30
NAME OF LIMITED LIABILITY COMPANY R $ S Matthews Properties, LLC CA201210708580
SECRETARY OF STATE ID NUMBER. 0580871 STATE OF FORMATION NC "
REPORT FOR THE YEAR. 2012
SECTION A- REGISTERED A0ENr81NFORMATION ® Chortles
1 NAME OF REGISTEREDAGENT Ronnie B Matthews
2. SIGNATURE OF THE NEW REGISTERED AGENT
3 REGISTERED OFFICE STREET ADDRESS & COUNTY
609 Exccaflve Place
SIGNATURE CONSTRUTE8 CONSENT TO TKEAPPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
PO Box 87885
Fayetteville, NC 28305 Cumberland Fayetteville, NC 28304
SECTION B PRINCIPAL OFFICE INFORMATION
1 DESCRIPTION OF NATURE OF BUSINESS real estate
2 PRINCIPAL OFFICE PHONE NUMBER [phone] 3. PRINCIPAL OFFICE EMAIL
4. PRINCIPAL OFFICE STREET ADDRESS 3 COUNTY 6 PRINCIPAL OFFICE MAILING ADDRESS
609 Execwdve Place PO Box 87886
Fayetteville, NC 28305 Cumberland Fayetteville, NC 28304
SECTION C (Enter edcMnal MamoeWMembana/Organl:em In Section E.)
NAME Ronnie B Matthews NAME. NAME
TITLE Manager TITLE. TITLE
ADDRESS ADDRESS ADDRESS
609 Executive Place
Fayenevllle, NC 28305
SECTION 0 CERTIFICATION OF ANNUAL EPORT Section D mast be Completed In its entirely, by a PersONbuahless entity
Q=Q,LtaF.� Y 2
oNATURe 4'UAI.
Fvmm,N aa.9aaa A a MonpOerMamwr atlRa Ynear BlaYon Q ONO lwm
�—
p,paarType REIM of MaragedU mbu TITLE
TN4 ENTITY DOES NOT QUALIFY FOR THE r011ANNUALREPORTFILING FEE ExELWT10NOFANTEO UNDEML20100/ II IR1DI1nISI0nRRIIRI M III
SUMMIT It"to ,ALRUMRXMfOi NRRF iMEDI NQFEFQFffea
MAIL TR arRoWry of SWq Carpon,%=OM9.m PaN omw pa 7p6Z0 Ra4Ip. NO
RAR 012013

II I�NI�II III�IIII��NI NISI �I I III
2012036711
Excise Tax S 470 00
3FOR REGISTRgTION REGISTER OF DEED
JENNIFER H REGISTER
1011HOCT 23 COUNTY 44NPM
BK 5682 PG 1075-1079 FEE $26 00
N611195RV I IR31
Parcel ID R07905 004-005 000
Prepared by and Return to MORRIS MANNING AND MARTIN, LLP
1000 Park 40 Plats, Ste 350
Durham, NC 27713
Bnef Description for the Index Lot"
Recombo Plat for BRM
Assoc", Map IIook 49, Page 379,
New Hanover Cq NC
NORTH CAROLINA SPECIAL WARRANTY DEED
THIS DEED made this 19'b day of October, 2012, by and between
GRANTOR I GRANTEE
CRM Mnd-Atlantic Properties, LLC, a
Georgia limited liability mmpany
whose mailing address is
c/o SunTrust Bank
303 Peachtree Street, N E 36i° door
Atlanta, GA 30303
R & S MATTHEWS PROPERTIES, LLC a
North Carolina limited liability company
whose mailing additss is
609 Executive Place
Fayetteville, NC 28305
cuter m oppmprate block for each parry nerve, addnas and ifapFopnde ebaecta of miry, e a empmaaon or parmenlvp
The dcsigaaaon (haninr and (panne, as used hmiii shell include acid pmaes theirban sa mson end sing= cod
shall mclade smpiar phaal pnaculme fmvn wnti urequvedbyconteat
WITNESSETH, that Grantor, for and in consideration of the sum of Ten
and No/100 Dollars (S10 00) and other good and valuable consideration in hand
paid at and before the delivery of these presents the receipt and sufficiency of
which sic hereby acknowledged, has granted, bargained sold, transfined,
conveyed and confirmed and by these presents does grant, bargain, sell, and
convey unto the Grantee in fee simple, all that certain tract or parcel of land lying
and being in New Hanover County, North Carolina, being more particularly
described on Exhibit A (the " Property") attached hereto and incorporated herem
by reference
The Property bereinabove described was acquired by Grantor by
instrument recorded in Book 5533, Page 28" New Hanover County Registry
RAR p 12g,3'P,
All or a portion of the Property herein conveyed does not include the Bpi_
primary residence of Grantor
RETURNED Tim T`CT-

I
f0 HAVE AND TO HOLD the aforesaid Property and all privileges and
appurtenances thereto belonging to the Grantee in fee simple
And Grantor covenants with Grantee, that Grantor has done nothing to
title to impair such title as Grantor received, and Grantor will warrant and defend
the title against the lawful claims of all persons claiming by, under or through
Grantor except for the exceptions hereinafter stated
Title to the Property is subject to the following exceptions (i) the hen of
real estate taxes, taxes imposed by special assessment and water, sewer, vault,
public space and other public charges wluch arc not yet due and payable, (n) all
applicable laws (including zoning building ordinances and land use regulations)
(m) all easements, restrictions, covenants, agreements, conditions, or other
matters of record, and (rv) all matters that may be revealed by a current and
accurate survey or inspection of the property
Grantor makes no warranty or representation w to the condition of the property or
any umprovements thereon, including without lunitation any latent or environmental
defects in the property or in any unprovements thereon and the serviceability or fitness
for a particular purpose of the property or any improvements thereon, and Grantee
accepts the property and any improvements thereon "AS IS" without recourse against
Grantor
[Sigmture page follows)

IN WITNESS WHEREOF, Grantor has caused this instrument to be
signed in its name this 19'a day of October, 2012 and delivered as of the date
indicated on the first page of this Deed
[t�n�Ydi77
CRM MID -ATLANTIC
LLC, a Georgia limited lu
By CRM Properties M{�Iag
limited liability c�inp its
Name
Title Vice President
STATEof t) 1, 1 t-01,'n4—/
COUNTY OF V V A 14£
1, Qvv, 1��1 itI k e a Notary Public of the County and State
aforesaid, certify that Timothy La s personally came before me this day and
acknowledged that he is Vice President of CRM PROPERTIES MANAGER, LLC, the
Manager of CRM MID -ATLANTIC PROPERTIES, LLC a Georgia lmmted liability
company, and that he as Vice President, being authowed to do so, executed the
foregoing on behalf of said corporation and limited liability company
WITNESS my hand and official stamp or seal, this 19a day of October 2012
No, Pubhc I/
�l1Ven��4�LfrI
My Conumssion Expires
��-I-'2DUo
=KARENLED20116
licntyinas Fe

Exhibit A
Legal Description
All of those certain lots, tracts or parcels of land lying and being in New Hanover County, North
Combine, end more particularly described as
Being all that property conlawng 0 91 acres, more or less and being located at 5972 Carolina
Beach Road having Tax Parcel Identification Number R07905-004-005 000 and being (mown
and designated as all of Lot 3 as shown on that certain plat entitled "Recombination Plat for
BRM Associates Nl, LLC" recorded June 28, 2006 in Map Book 49 at Page 379 in the Office of
the Register of Deeds for New Hanover Cowry, reference to whicb is hereby made for a more
particular description
Together with all improvements, heating, plumbing, electrical and arr conditioning fixtures,
equipment and appurtenances thereto, including floor carpeting, and all renewals or
replacements, now existing or hereafter attached to, located upon, or used in connection with
said Property

/_,�NTY:
z
JENNIFER H MACNEISH
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
.<..................... ..................... ............................ «,,.,.,....,............
.,...,,...,,.,.........
Filed For Registration
Book
Document No
NC REAL ESTATE EXCISE TAX
Recorder
10123/2012 03 01 44 PM
RE 5682 Page 1075-1079
2012036711
5 PGS $26 00
$470 00
JOHNSON,CAROLYN
State of North Carolina, County of New Hanover
PLEASE RETAIN YELLOW TRAILER PAGE WITH ORIGINAL DOCUMENT
*2012036711*
2012036711

ECS CAROLINAS, LLP
Sortniq 117P Stertdard for 3e vire
GeotechnlcaI -Co nsir=t I o' I Matrnais • Envi,onm-ntaI • Pat- linos
September 4, 2012
Mr John Cockrum
Environments Unlimited
215 South Kerr Avenue
Wilmington, North Carolina 28403
Reference Report of Wetland Determination
Proposed Taco Bell
5972 Carolina Beach Road
Wilmington, New Hanover County, North Carolina
ECS Project No 22-18077
Dear Mr Cockrum
ECS Carolinas LLP (ECS) is pleased to submit this report of the wetland determination
for the proposed Taco Bell located at 5972 Carolina Beach Road in Wilmington, New
Hanover, North Carolina The site is an approximate 0 9 acre tract that is identified as
New Hanover County Tax Parcel # R07905-004-005-000
On September 4, 2012, Mr Paul Pascarosa of ECS conducted a reconnaissance to
determine if jurisdictional wetlands are present on the site Wetland hydrology was not
observed at the site The site soils are excessively well drained A pale yellow sand
was observed to a depth of greater than 24 inches The sand grains were uncoated,
indicating the absence of fine silt, clay or decomposed organic matter The soils at the
site are non-hydric (i e an upland soil) The vegetation at the site was dominated by
facultative upland species The species include, but are not limited to, bahia grass
(Paspalum notatum), red cherry (Prunus serotma) and live oak (Quercas virglnrana)
Additionally, there is a non -jurisdictional ditch located along the eastern boundary of the
site, within the Carolina Beach Road right-of-way There was no ordinary high water
mark nor does the ditch appear to intersect the groundwater Based on the conditions
observed during the reconnaissance, ECS has determined there are no wetlands or
other jurisdictional waters present at the site
We appreciate the opportunity to provide wetland services for your project Please
contact us at [phone] if you have any questions concerning this report
ECS Carolinas LLP
C Pascarosa
Environmental Project Manager
14 fa,e�'
Denise M Neas PWS, LSS
Senior Environmental Principal
7711714n5,isen, s ,rr S„e2011n„u}tn1 NC28411 T9106tsn:,,,1 F'11C6V(Koo WWIL(rora1
r(`( -af Pit" r 'C'o 11cL P , _,3frdi',C RL,t'NJ,+e LAC. I SP, IA 1111r U,r cC Sr r I,LLL Lk1,T,„� i'P

The storm water management system for the Monkey Junction Taco Bell is based
stormwater retention (up to and including the 10-year storm event) and stormmwater
retention for larger storm events (i e 25-year, 50-year and 100-year storm events) The
stormwater retention/detention will be accomplished utilizing the StormTech
underground stormwater management system The proposed stormwater
management system includes 212 StormTech SC-310 chambers embedded in 6-inch of
stone bedding (including bottom top sides and between chambers)
The NCDENR Stormwater BMP Manual (16 3 9 4) states If the applicant can
demonstrate that the 10 year, 24 hour storm event can be infiltrated without
discharging the system using an infiltration rote of one-half of the infiltration rote
reported in the sods report no bypass no vegetated filter strip and no additional
storage volume is required The proposed system for the site was analyzed using an
infiltration rate of 10 in/hr The soils investigation reported a minimum infiltration rate of
214 in/hr at the depth approximately equal to the proposed bottom of the
underground detention
Additionally the stormwater management system for the site was designed to meet the
New Hanover County stormwater management peak discharge requirements These
require the post -development peak discharge to be less than the pre -development
discharge for the 2- 10- and 24-year storm events The table below summarized the
peak discharges for the site
Peak Runoff /Discharge(cfs)
2-yr
I 10-yr
I 25-yr
Pre -development (Forested)
045
1 1 54
250
Post -Development
000
1 000
1 229

CIVIL TECHNICAL SPECIFICATIONS
FOR:
TACO BELL
SOUTH MONKEY JUNCTION, NC
PREPARED FOR:
R&S MATTHEWS PROPERTIES, LLC
oRSN CAgo
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JANUARY 2013
J -24079
Prepared by
THOMAS & HUTTON
Savannah GA I Charleston SC I Myrtle Beach SC I Brunswick GA I Wilmington NC

TABLE OF CONTENTS
TECHNICAL PROVISIONS
02110
Site Clearing
02204
Earthwork
02210
Soil Erosion Control
02231
Aggregate Base Course
02512NC
Asphaltic Concrete Binder/Surface Course
02720
Storm Drainage
02902
Grassing
03305
Site Concrete
CFPUA Standards Specifications & Details
Aqua America Manual of Standards
Specifications & Details
Page 1 of 1
J 24079

INDEX TO
SECTION 02110 -SITE CLEARING
Paragraph
PART 1 - GENERAL
1 1 Section Includes
1 2 Related Sections
1 3 Measurement and Payment
1 4 Regulatory Requirements
PART 2 - PRODUCTS
21 Materials
PART 3 - EXECUTION
Title
Page
02110-1
02110-1
021 10-1
02110-1
02110-1
31
Preparation
02110-1
32
Protection
021 10-2
33
Clearing
021 10-2
34
Removal
021 10-2
35
Disposal
021 10-3
36
Grubbing
021 10-3
Z \24079\24079 0001\Documents\Specifications\02110 doc

SECTION 02110
SITE CLEARING
PART 1 - GENERAL
11 SECTION INCLUDES
1021111
A Removal of surface debris
B Removal of paving curbs and fencing
C Removal of trees shrubs and other plant life
D Topsoil excavation
1 2 RELATED SECTIONS
A Section 02204 - Earthwork
1 3 MEASUREMENT AND PAYMENT
A As specified in contract
14 REGULATORY REQUIREMENTS
A Conform to all applicable state and local codes for environmental requirements
disposal of debris burning debris on site use of herbicides
B Coordinate clearing Work with utility companies
C Contractor responsible for compliance with all state and local permits on behalf
of the Owner for this project including but not limited to sediment and erosion
control monitoring inspections logs etc
PART 2 - PRODUCTS
21 MATERIALS
A Provide tree protection materials as detailed on the construction drawings
Z \24079\24079 0001\Documents\Specificafions\02110 doc

f�y��u>ya
PART 3 - EXECUTION
31 PREPARATION
A Verify that existing plant life designated to remain is tagged or identified
32 PROTECTION
A All trees on site within the clearing limits will be removed during construction
except those marked specifically on the plans to be saved No trees either those
marked for removal on site or any other tree may be removed prior to the
preconstruction conference All trees not to be removed will be protected from
injury to their roots and to their top to a distance three feet beyond the drip -line
and no grading trenching pruning or storage of materials may go in this area
except as provided by an Owner's representative stakeout
Protect bench marks survey control points and existing structures from damage
or displacement
C Protect all remaining utilities
Clearing operations shall be conducted so as to prevent damage by falling trees
to trees left standing to existing structures and installations and to those under
construction and to provide for the safety of employees and others
33 CLEARING
A Clear areas required for access to site and execution of work Clearing shall
consist of felling and cutting trees into sections and satisfactory disposal of trees
and other vegetation designated for removal including downed timber snags
brush and rubbish occurring within area to be cleared Trees stumps roots
brush and other vegetation in areas to be cleared shall be removed completely
from the site except such trees and vegetation as may be indicated or directed
to be left standing Trees designated to be left standing within cleared areas
shall be trimmed of dead branches 1-1/2 inch or more in diameter Limbs and
branches to be trimmed shall be neatly cut close to the hole of the tree or main
branches Cuts more than 1-1/2 inches in diameter shall be painted with an
approved treewound paint Trees and vegetation to be left standing shall be
protected from damage incident to clearing grubbing and construction
operations by the erection of timber barriers or by such other means as
circumstances require Such barriers must be placed and be approved by the
OWNER before construction observations can proceed (See 32) Clearing shall
also include removal and disposal of structures that obtrude encroach upon or
otherwise obstruct the work
34 REMOVAL
A Where indicated or directed trees and stumps shall be removed from areas
outside those areas designated for clearing and grubbing Work shall include
Z \24079\24079 0001\Documents\SpeciScahons\02110 doc

I AINIIt3
felling of such trees and removal of their stumps and roots Trees shall be
disposed of as hereinafter specified
Remove debris rock and other extracted plant life from site
C Partially remove paving curbs and fences as indicated Neatly saw cut edges
at right angle to surface
35 DISPOSAL
A Disposal of trees branches snags brush stumps etc resulting from clearing and
grubbing shall be the Contractor's responsibility and shall be disposed of by
removal from site All costs in connection with disposing of materials will be at the
Contractor's expense All liability of any nature resulting from disposal of cleared
and grubbed material shall become the Contractor's responsibility Disposal of
all materials cleared and grubbed will be in accordance with rules and
regulations of the State of North Carolina
36 GRUBBING
A Grubbing shall consist of removal and disposal of stumps roots larger than one
inch in diameter and matted roots from designated grubbing areas This
material together with logs and other organic or metallic debris not suitable for
building of pavement subgrade or building pads shall be excavated and
removed to a depth of not less than 18-inches below original surface level of the
ground in embankment areas and not less than 2 feet below finished earth
surface in excavated areas Depressions made by grubbing shall be filled with
suitable material and compacted to make the surface conform with original
adjacent ground
END OF SECTION
Z \24079\24079 0001\Documents\Speafications\02110 doe

Paragraph
PART 7 - GENERAL
INDEX TO
SECTION 02204 - EARTHWORK
Title
Page
1 1
Section Includes
02204-1
1 2
Related Sections
02204-1
1 3
Measurement and Payment
02204-1
1 4
References
02204-1
15
Submittals
02204-2
1 6
Quality Assurance
02204-2
17
Testing
02204-2
PART 2 - PRODUCTS
21 Materials 02204-3
22 Source Quality Control 022043
PART 3 - EXECUTION
31
Topsoil
02204-3
32
Excavation
02204-3
33
Ground Surface Preparation for Fill
02204-4
34
Fill
02204-4
35
Finished Grading
02204-4
36
Disposal of Waste Material
02204-5
37
Protection
02204-5
38
Drainage
02204-5
39
Field Quality Control
02204-5
3 10
Proof Rolling
02204-6

SECTION 02204
EARTHWORK
PART 1 - GENERAL
1 1 SECTION INCLUDES
A
Grading
B
Excavation
C
Backfilling
D
Compaction
E
Remove and Replace Topsoil
F
Dressing of Shoulders and Banks
G
Stone Drainage Filter
H
Water Control
I
Testing
1 2 RELATED SECTIONS
A Section 02110-Site Clearing
i[�>•,�.1��'193�5L4iiL•1i1�77_\7.'.li: Y i
A As specified in contract
1 4 REFERENCES (Latest Revision)
A ASTM D 448-86 (Reapproved 1993( - Sizes of Aggregate for Road and Bridge
Construction
B ASTM D 1556-90 - Density and Unit Weight of Soil in Place by the Sand -Cone
Method
C ASTM D 1557-91 - Laboratory Compaction Characteristics of Soil Using Modified
Effort
D ASTM D 2167-94 - Density and Unit Weight of Soil in Place by the Rubber Balloon
Method
E ASTM D 2487-93 - Classification of Soils for Engineering Purposes
Z \24079\24079 0001\Documents\Specifications\02204 doc Page 1 of 6

F ASTM D 2922-91 - Density of Soil and Soil -Aggregate in Place by Nuclear Methods
(Shallow Depth)
G ASTM D 3017-88 (Reapproved 1993) - Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth)
H ASTM D 3740-94o - Minimum Requirements for Agencies Engaged in the Testing
and/or Inspection of Soil and Rock as Used in Engineering Design and
Construction
ASTM E 329-93b - Agencies Engaged in the Testing and/or Inspection of Materials
Used in Construction
15 SUBMITTALS
A Materials Source Submit names of materials source
1 6 QUALITY ASSURANCE
A Perform work in accordance with State of North Carolina Department of
Transportation
17 TESTING
A Laboratory tests for moisture density relationship for fill materials shall be in
accordance with ASTM D 1557 (Modified Proctor)
B In place density tests in accordance with ASTM D 1556 or ASTM D 2922
C Testing laboratory shall operate in accordance to ASTM D 3740 and E 329 and
shall be accepted by the Engineer
D The testing laboratory and Project Engineer/Project Representative shall be given
a minimum of 48 hours notice prior to taking any of the tests
E Owner shall select and engage the testing laboratory Testing laboratory shall be
responsible to the Owner and Owner's Engineer Payment for laboratory and all
tests shall be by the Owner except Owner specifically reserves the right to deduct
from Contractor's payment expenses and charges of testing laboratory when
Contractor gives notice the work is ready for inspection and testing and
fails to be ready for the test and/or
2 Testing of the Contractor's work products or materials fail and retesting is
required and/or
3 Contractor abuses the services or interferes with the work of the testing
laboratory in the conduct of this work
F Test results shall be furnished to the Owner and the Engineer
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PART 2 - PRODUCTS
21 MATERIALS
A Borrow shall consist of sand or sand -clay soils capable of being readily shaped
and compacted to the required densities and shall be free of roots trash and
other deleterious material
B All soils used for structural fills shall have a PI (plastic index) of less than ten and a
LL (liquid limit) of less than 30 Fill soils shall be dried to appropriate moisture
contents prior to compaction
C Additionally fill soils used for the top two feet of fill beneath roads and parking lots
shall have no more than 15% passing the # 200 sieve Fill soils used for house lots
shall have no more than 25% passing the # 200 sieve
D Contractor shall furnish all borrow material
E Contractor shall be responsible for and bear all expenses in developing borrow
sources including securing necessary permits drying the material haul roads
clearing grubbing and excavating the pits haul roads placing restoration of pits
and haul roads to a condition satisfactory to property owners and in compliance
with applicable state and local laws and regulations
22 SOURCE QUALITY CONTROL
A If tests indicate materials do not meet specified requirements change material
and retest
B Provide materials of each type from some source throughout the Work
PART 3 - EXECUTION
31 TOPSOIL
A Contractor shall strip topsoil and stockpile on site at a location determined by the
Owner at the Contractors expense
B Topsoil shall be placed to a depth of four inches over all disturbed areas except
building pads
C Topsoil shall be provided at Contractor's expense if it is not available from site
D Any remaining topsoil will be hauled off site at the Contractors expense and
disposed in compliance with applicable state and local laws and regulations
32 EXCAVATION
A Shall be defined as unclassified excavation
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B Suitable excavation material shall be transported to and placed in fill areas within
the limits of the work
C Unsuitable material encountered in areas to be paved and under building pads
shall be excavated two feet below final grade or to a depth recommended by
Owner s Geotechnical representative and replaced with suitable material from
site or borrow excavations
D Unsuitable and surplus excavation material not required for fill shall be disposed of
off -site at Contractor's expense
E Proper drainage including sediment and erosion control shall be maintained at
all times Methods shall be in accordance with the National Pollutant Discharge
Elimination System standards and other local state and federal regulations
F Unsuitable materials as stated herein shall be highly plastic clay soils of the CH
and MH designation border line soils of the SC -CH description and organic soils
of the OL and OH description based on the Unified Soils Classification System
Further any soils for the top two feet of pavement subgrade shall have no more
than 15% passing the # 200 sieve
33 GROUND SURFACE PREPARATION FOR FILL
A All vegetation such as roots brush heavy sods heavy growth of grass decayed
vegetable matter rubbish and other unsuitable material within the areas to be
filled shall be stripped and removed prior to beginning the fill operation
B Sloped ground surfaces steeper than one vertical to four horizontal on which fill is
to be placed shall be plowed stepped or benched or broken up as directed in
such a manner that the fill material will bond with the existing surface
C Surfaces on which fill is to be placed and compacted shall be wetted or dried as
may be required to obtain the specified compaction
34 FILL
A Shall be placed in successive horizontal layers not to exceed eight inches in loose
depth for the full width of the cross-section and compacted as required
35 FINISHED GRADING
A All areas covered by the project including excavated and filled sections and
adjacent transition areas shall be smooth graded and free from irregular surface
changes
B Degree of finish shall be that ordinarily obtainable from either blade -grader or
scraper operations supplemented with hand raking and finishing except as
otherwise specified
C Unpaved areas to within 0 1 feet of elevations shown on the drawings provided
such deviation does not create low spots that do not drain
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D Paved Areas - Subgrade to within 0 05 feet of the drawing elevations less the
compacted thickness of the base and paving
E Building Pads - Subgrade to within 0 05 feet of the drawing elevations
36 DISPOSAL OF WASTE MATERIAL
A All vegetation roots brush sod broken pavements curb and gutter rubbish and
other unsuitable or surplus material stripped or removed from the limits of
construction shall be disposed of by the Contractor
37 PROTECTION
A Graded areas shall be protected from traffic erosion settlement or any washing
away that may occur from any cause prior to acceptance
B The Contractor shall be responsible for protection of below grade utilities shown
on the drawings or indicated to him by the Owner at all times during earthwork
operations
C Repair or re-establishment of graded areas prior to final acceptance shall be at
the Contractors expense
D Site drainage shall be provided and maintained by Contractor during
construction until final acceptance of the project Drainage may be by
supplemental ditching or pumping if necessary prior to completion of permanent
site drainage
38 DRAINAGE
A The Contractor shall be responsible for providing surface drainage away from all
construction areas This shall include maintenance of any ditches that exist or
may be constructed by others in the immediate vicinity of the work Contractor
shall provide proper and effective measures to prevent siltation of wetlands
streams and ditches both on the Owner's property and those properties
downstream
39 FIELD QUALITY CONTROL
A Compaction testing shall be performed in accordance with ASTM D 1556 or D
2922 Where tests indicate the backfill does not meet specified requirements the
bockfill shall be removed replaced and retested at the Contractor's expense
B Unpaved areas - at least 90% of maximum laboratory density at optimum moisture
content unless otherwise approved by the Engineer
C Paved Areas and Under Structures - top 12 inch layer of subgrade to at least 98%,
the standard Proctor maximum dry density Layers below top 12 inches shall be
compacted to 95% of the standard Proctor maximum dry density
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D Rolling and compaction equipment and methods shall be subject to approval by
the Engineer Approval in no way relieves Contractor of the responsibility to
perform in correct and timely means
Number of Tests - Under paved areas no less than one density test per horizontal
layer per 2 000 square feet of subgrade shall be made In unpaved areas no less
than one density test per horizontal layer per 10 000 square feet of fill area shall be
made
Under curb and gutter no less than one density test per every 300 linear feet On
building pads no less than one density test per horizontal layer per 1 500 square
feet of fill area shall be made
310 PROOF ROLLING
A Shall be required on the subgrade of all curb and gutter and paved areas and on
the base of all paved areas where designated by the Engineer Proof rolling shall
take place after all underground utilities are installed and backfilled The
operation shall consist of rolling the subgrade or base with a fully loaded ten
wheeled dump truck A full load shall consist of ten to twelve cubic yards of soil or
rock The dump truck shall be capable of traveling at a speed of two to five miles
per hour and be in sound mechanical shape with no exhaust leaks or smoking
from burning oil The Engineer shall determine number of passes and areas rolled
END OF SECTION
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INDEX TO
SECTION 02210 - SOIL EROSION CONTROL
Paragraph Title Page
PART 1 - GENERAL
1 1
Related Documents
02210-1
1 2
Description of Work
02210-1
1 3
Purposes
02210-1
1 4
Quality Assurance
02210-2
15
Submittals
02210-2
1 6
Measurement and Payment
02210-2
PART 2 - PRODUCTS
21
Grassing Materials
02210-2
22
Silt Fence
02210-3
23
Chemicals for Dust Control
02210-3
24
Product Review
02210-3
PART 3 - EXECUTION
31
General
02210-3
32
Grassing
02210-3
33
Silt Fence
02210-4
34
Dust Control
02210-4
35
Rip -Rap
02210-4
36
Construction Exit
02210-4
37
Inlet Protection
02210-4
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SECTION 02210
SOIL EROSION CONTROL
PART 1 - GENERAL
1 1 RELATED DOCUMENTS
02210-1
A Drawings and general provisions of the Contract including General and Special
Conditions apply to this section
1 2 DESCRIPTION OF WORK
A Extent of soil erosion control work includes all measures necessary to meet the
requirements of this section
Erosion and sediment control measures shall be installed prior to any construction
activity
Soil erosion and sediment control measures shall include all temporary and
permanent means of protection and trapping soils of the construction site during
land disturbing activity Activity covered in this contract shall meet the standards
of the North Carolina Erosion Sedimentation Control Act of 1973 and NPDES
General Permit for Construction Activity
13 PURPOSES
A Contractor is to achieve the following goals
1 Minimize soil exposure by proper timing of grading and construction
2 Retain existing vegetation whenever feasible
3 Vegetate and mulch denuded areas as soon as possible including temporary
seeding where applicable
4 Divert runoff away from denuded areas
5 Minimize length and steepness of slopes when it is practical
6 Reduce runoff velocities with sediment barriers or by increasing roughness with
stone
7 Trap sediment on site
8 Inspect and maintain erosion control measures
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02210-2
1 4 QUALITY ASSURANCE
A Manufacturers Qualifications Firms regularly engaged in the manufacture of soil
erosion control systems products of types and sizes required whose materials
have been in satisfactory use for not less than 5 years
Codes and Standards Comply with all applicable local state and federal
standards pertaining to soil erosion control Contractor responsible for monitoring
requirements of the NPDES Stormwater Discharge Permit No NCGO10000 and Self -
Inspection Program required by North Carolina Department of Environment and
Natural Resources Division of Land Quality Monitoring reports should be sent to
Owner within two days of inspections Reporting and monitoring requirements
can be found at the North Carolina Department of Environment and Natural
Resources Division of Water Quality and Division of Land Quality
B Contractor responsible for compliance with local state and federal permits on
behalf of the Owner for this protect including but not limited to sediment and
erosion control monitoring inspections logs etc
15 SUBMITTALS
A Product Data Submit manufacturers technical product data and installation
instruction for soil erosion control materials and products
1 6 MEASUREMENT AND PAYMENT
A As specified in contract
PART 2 - PRODUCTS
21 GRASSING MATERIALS
A Refer to Section 02902 - Grassing Disturbed areas must be grassed within 14 days
of work ending in unless work is to begin before 21 days
General All grass seed shall be free from noxious weeds grade A recent
crop recleaned and treated with appropriate fungicide at time of
mixture Deliver to site in original sealed containers with dealers
guarantee as to year grown percentage of purity percentage of
germination and date of the test by which percentages of purity and
germination were determined All seed sown shall have a date of test
within six months of the date of sowing
2 Type of Seed Refer to planting schedule on plans and grassing
specifications
3 Mulch Straw and Tack Erosion control matting required on slopes 4 1 or
greater (horizontal/vertical) including all swales
4 Fertilizer Refer to planting schedule on plans and grassing specifications
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02210-3
22 SILT FENCE
A Silt fence shall be a woven geotextile fabric sheet Fabric shall be a synthetic
polymer composed of at least 85% by weight propylene ethylene amide ester
or vinylidene chloride and shall contain stabilizer and/or inhibitors added to the
base plastic to make filaments resistant to deterioration due to ultra -violet and/or
heat exposure Fabric should be finished so the filaments will retain their relative
position with respect to each other Fabric shall be free of defects rips holes or
flaws
Fabric shall meet the following requirements
Woven Fabrics
Grab Strength
90 Ibs
Burst Strength
175 PSI
UV Resistance
80%
23 CHEMICALS FOR DUST CONTROL
A Calcium Chloride Anionic Asphalt Emulsion latex Emulsion or Resin -in -Water
Emulsion may be used for dust control
f'ZI• �:7_l'i
A Provide as specified on plans If not specified on plans rip rap shall be hard
quarry or field stone of such quality the pieces will not disintegrate on exposure to
water sunlight or weather Stone shall range in weight from a minimum of 25
pounds to a maximum of 125 pounds At least 50 percent of the stone shall weigh
more than 60 pounds The stone shall have a minimum dimension of 12 inches
25 PRODUCT REVIEW
A Contractor shall provide the Owner with a complete description of all products
before ordering Owner will review all products before they are ordered
PART 3 - EXECUTION
31 GENERAL
A All disturbed soil areas except those to support paving shall be graded and
protected from erosion by grassing Disturbed areas must be grassed within 14
days of work ending unless work is to begin again before 21 days Storm water
conveyance systems shall have sediment barriers installed at all entrances
intersections change in direction and discharge points
32 GRASSING
A Refer to Section 02902 - Grassing
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02210-4
33 SILT FENCE
A Silt fence shall be placed at approximate location shown and installed in
accordance with the detail on the construction drawings Contractor shall
maintain silt fence as required by local state and federal regulations
34 DUST CONTROL
A Dust raised from vehicular traffic will be controlled by wetting down access road
with water or by the use of a deliquescent chemical such as calcium chloride if
relative humidity is over 30% Chemicals shall be applied in accordance with
manufacturers recommendations
Contractor shall use all means necessary to control dust on and near the work or
off -site borrow areas when dust is caused by operations during performance of
work or if resulting from the condition in which any subcontractor leaves the site
Contractor shall thoroughly treat all surfaces required to prevent dust from being
a nuisance to the public neighbors and concurrent performance of work on site
35 RIP -RAP
A Rip -Rap shall be placed at the locations shown and installed in accordance with
the detail on the construction drawings
36 CONSTRUCTION EXIT
A Construct exit at the location shown per detail on the construction drawings
Contractor shall maintain construction exit as required by local state and federal
regulations
37 INLET PROTECTION
A Install inlet protection per detail on the construction drawings Contractor shall
maintain inlet protection as required by local state and federal regulations until
all disturbed surfaces are stabilized
END OF SECTION
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INDEX TO
SECTION 02231 • AGGREGATE BASE COURSE
Paragraph Title Page
PART 1 - GENERAL
1 1
Section Includes
02231-1
1 2
Related Sections
02231-1
1 3
Measurement and Payment
02231-1
14
References
02231-1
1 5
Quality Assurance
02231-1
16
Testing
02231-1
PART 2 - PRODUCTS
21 Materials
PART 3 - EXECUTION
31
Examination
02231-3
32
Preparation
02231-3
33
Aggregate Placement
02231-3
34
Prime Coat - Omitted
02231-4
35
Tolerances
02231-4
36
Field Quality Control
02231-4
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02231-1
SECTION 02231
AGGREGATE BASE COURSE
PART 1 -GENERAL
1 1 SECTION INCLUDES
A Aggregate base course
1 2 RELATED SECTIONS
A Section 02204 - Earthwork
B Section 02512NC - Asphaltic Concrete Binder/Surface Courses
1 3 MEASUREMENT AND PAYMENT
A As specified in contract
14 REFERENCES (LATEST REVISION)
A ASTM C 131 - Resistance to Degradation of Small -Size Course Aggregate by
Abrasion and Impact in the Lost Angeles Machine
B ASTM D 1557 - Laboratory Compaction Characteristics of Soil Using Modified
Effort
C ASTM D 2922 - Density of Soil and Soil -Aggregate in Place by Nuclear Methods
(Shallow Depth)
D ASTM D 6938 - In -Place Density and Water Content of Soil and Soil -Aggregate by
Nuclear Methods (Shallow Depth)
E ASTM D 3740 - Minimum Requirements for Agencies Engaged in the Testing
and/or Inspection of Soil and Rock Used in Engineering Design and Construction
F ASTM E 329 - Agencies Engaged in Construction Inspection and/or Testing
1 5 QUALITY ASSURANCE
A Perform work in accordance with the North Carolina Department of
Transportation Standard Specifications for Road and Structures July 2006
16 TESTING
A Laboratory tests for moisture density relationship for fill materials shall be in
accordance with ASTM D 1557 (Modified Proctor)
B In place density tests in accordance with ASTM D 1556 or ASTM D 2922
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02231-2
C Testing laboratory shall operate in accordance with ASTM D 3740 and E 329 and
be acceptable to the Engineer
D Testing laboratory and Project Engineer/Project Representative shall be given a
minimum of 48 hours notice prior to taking any tests
E Owner shall select and engage the Testing Laboratory Testing Laboratory shall
be responsible to the Owner and Owner's Engineer Payment for laboratory and
all tests shall be by the Owner except Owner specifically reserves the right to
deduct from Contractor's payment expenses and charges of Testing Laboratory
when
Contractor gives notice the work is ready for inspection and testing and
fails to be ready for the test and/or
2 Testing of the Contractor's work products or materials fail and retesting is
required and/or
3 Contractor abuses the services or interferes with the work of the testing
laboratory in the conduct of this work
F Test results shall be furnished to the Owner prior to continuing with associated or
subsequent work
PART 2 — PRODUCTS
21 MATERIALS
A Aggregate shall consist of processed and blended crushed stone Aggregates
shall be free from lumps and balls of clay organic matter objectionable
coatings and other foreign material and shall be durable and sound Coarse
aggregate shall have a percentage of wear not to exceed 55%, after 500
revolutions as determined by ASTM C 131 Aggregate shall meet applicable
requirements of Section 1010 in the North Carolina Department of Transportation
Standard Specifications for Roads and Structures July 2006 Material shall meet
the following gradation and other requirements
Sieve Size
Percent by Weight Passing
1-1/2"
100
1"
75 - 97
1/2"
55 - 80
# 10
25 - 45
#40
14 - 30
#200
4-12
Liquid Limit
0 - 30
Plasticity Index
0 - 6
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02231-3
PART 3 — EXECUTION
31 EXAMINATION
A Verify subbase has been tested Is dry and slopes and elevations are correct
ON SITE OBSERVATIONS OF WORK The Owner's Representative or Engineer will
have the right to require any portion of the work be completed In their presence
and If the work Is covered up after such instruction It shall be exposed by the
Contractor for observation at no additional cost to the Owner However If the
Contractor notifies the Owner such work is scheduled and the Owner falls to
appear within 48 hours the Contractor may proceed All work completed and
materials furnished shall be subject to review by the Owner Engineer or Project
Representative Improper work shall be reconstructed and all materials which
do not conform to the requirements of the specifications shall be removed from
the work upon notice being received from the Engineer for the rejection of such
materials Engineer shall have the right to mark rejected materials to distinguish
them as such
Contractor shall give the Owner Project Engineer or Project Representative a
minimum of 48 hours notice for all required observations or tests
32 PREPARATION
A Subbase shall be graded and shaped conforming to the lines grades and cross
sections required and cleaned of all foreign substances prior to constructing base
course Do not place base on soft muddy or frozen surfaces Correct
irregularities in subbase slope and elevation by scarifying reshaping and
recompacting
At the time of base course construction subbase shall contain no frozen material
C Surface of subbase shall be checked by the Engineer or Project Representative
for adequate compaction and surface tolerances Ruts or soft yielding spots
appearing in areas of subbase course having inadequate compaction and
areas not smooth or which vary in elevation more than 3/8 Inch above or below
required grade established on the plans shall be corrected to the satisfaction of
the Engineer or Project Representative Base material shall not be placed until
subbase has been properly prepared and test results have so indicated
33 AGGREGATE PLACEMENT
A Aggregate shall be placed with an acceptable spreader in accordance with
North Carolina Department of Transportation Standard Specifications for Roads
and Structures July 2006 Section 520 and in accordance with all terms included
in these specifications (Spreader shall contain a hopper adjustable screed and
designed so there will be a uniform steady flow of material from the hopper
Spreader shall be capable of laying material without segregation across full width
of the lane to a uniform thickness and to a uniform loose density ) Spreaders are
not required on curb and gutter road sections
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02231-4
B Level and contour surfaces to elevations and slopes indicated
C Add small quantities of fine aggregate to coarse aggregate as appropriate to
assist compaction
D Add water to assist compaction If excess water is apparent remove aggregate
and aerate to reduce moisture content
E Use mechanical tamping equipment in areas inaccessible to compaction
equipment
F While at optimum moisture (± 1-1/2%) compact base course with rollers capable
of obtaining required density Vibratory flatwheel and other rollers accepted by
the Engineer may be used to obtain required compaction Rolling shall continue
until base is compacted to 98% of the maximum laboratory dry density as
determined by ASTM D 1557 In -place density of the compacted base will be
determined in accordance with ASTM D 2922
34 PRIME COAT - Omitted
35 TOLERANCES
A Flatness Maximum variation of 1/4 inch measured with an acceptable 10 foot
straight edge
B Scheduled Compacted Thickness Within 3/8 inch
C Variation from Design Elevation Within 3/8 inch
D Depth measurements for compacted thickness shall be made by test holes
through the base course Where base course is deficient correct such areas by
scarifying adding base material and recompacting as directed by the Engineer
36 FIELD QUALITY CONTROL
A Density and moisture testing will be performed in accordance with ASTM D 1557
ASTM D 2922 and ASTM D 6938
B If tests indicate Work does not meet specified requirements remove Work
replace and retest
C Frequency of Tests
Base Density and Thickness - One test per 2 000 square feet
D Proof roll as requested by Owner per Section 02204 - Earthwork
END OF SECTION
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INDEX TO
SECTION 02512NC - ASPHALTIC CONCRETE BINDER/SURFACE COURSES
Paragraph Title Page
PART 1 - GENERAL
1 1
Section Includes
02512NC-1
1 2
Related Sections
02512NC-1
1 3
Measurement and Payment
02512NC-1
14
References
02512NC-1
1 5
Quality Assurance
02512NC-2
1 6
Environmental Requirements
02512NC-2
17
Testing
02512NC-2
PART 2 - PRODUCTS
21
Tack Coat
02512NC-2
22
Asphaltic Cement and Additives
02512NC-3
23
Aggregates
02512NC-3
24
Source Quality Control and Tests
02512NC-4
PART 3 - EXECUTION
31
Examination
02512NC-4
32
Preparation
02512NC-5
33
Placement
02512NC-5
34
Tolerances
02512NC-5
35
Field Quality Control
02512NC-6

02512NC-1
SECTION 02512NC
ASPHALTIC CONCRETE BINDER/SURFACE COURSES
PART 1 - GENERAL
1 1 SECTION INCLUDES
A Surface Course
B Binder Course
1 2 RELATED SECTIONS
A Section 01025 - Measurement and Payment
B Section 01400 - Quality Control
C Section 02204 - Earthwork
D Section 02231 - Aggregate Base Course
13 MEASUREMENT AND PAYMENT
A As specified in the contract
14 REFERENCES (Latest Revision)
A ASTM D 946-82 (Reapproved 1993) - Penetration -Graded Asphalt -Cement
for Use in Pavement Construction
B ASTM E 329-93b - Agencies Engaged in the Testing and/or Inspection of
Materials Used in Construction
C ASTM D 3740-94 - Minimum Requirements for Agencies Engaged in the
Testing and/or Inspection of Soil and Rock Used in Engineering Design and
Construction
D ASTM D 2726-93 - Bulk Specific Gravity and Density of Compacted
Bituminous Mixtures Using Saturated Surface -Dry Specimens
E ASTM D 2950-91 - Density of Bituminous Concrete in Place by Nuclear
Methods
F ASTM D-1188-89 - Bulk Specific Gravity and Density of Compacted
Bituminous Mixtures Using Paraffin -Coated Specimens
G ASTM-T 245-91 - Resistance to Plastic Flow of Bituminous Mixtures Using
Marshall Apparatus
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, All
H AASHTO-T 179-88 - Effect of Heat and Air on Asphalt Materials (Thin-film
Oven Test)
1 5 QUALITY ASSURANCE
A Perform work in accordance with Section 600 of the North Carolina
Department of Transportation Standard Specifications for Highway
Construction current edition
B Mixing Plant Conform to North Carolina Department of Transportation
Standard Specifications current edition
C Should there be a conflict between the specifications in this section and
the NCDOT Standard Specifications the more stringent specification shall
apply
1 6 ENVIRONMENTAL REQUIREMENTS
A Do not place asphalt mixture when ambient air temperature is less than
that indicated in the Table nor when the surface is wet or frozen
Lift Thickness
Min Air Temperature Degrees F
1 " or Less
55
II'to 2"
45
2 1 " to 3"
40
3 1 to 4 5"
35
B Mixture shall be delivered to the spreader at a temperature between 250
degrees F and 3250 F
17 TESTING
A Testing laboratory shall operate in accordance to ASTM D 3740 and E 329
and shall be accepted by the Engineer
B The testing laboratory and Project Engineer/Project Representative shall
be given a minimum of 48 hours notice pnor to taking any of the tests
C Owner shall select and engage the Testing Laboratory Testing
Laboratory shall be responsible to the Owner and Owner's Engineer
Payment for laboratory and all tests shall be by the Owner except Owner
specifically reserves the right to deduct from Contractor's payment
expenses and charges of Testing Laboratory when
Contractor gives notice the work is ready for inspection and
testing and fails to be ready for the test and/or
2 Testing of the Contractor's work products or materials fail and
retesting is required and/or
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02512NC-3
3 Contractor abuses the services or interferes with the work of the
testing laboratory in the conduct of this work
D Test results shall be furnished to the Engineer
E Contractor responsible for providing the NCDOT QMS-MV1 and QMS-MV2
Including applicable supporting documentation as listed on each form
PART 2 - PRODUCTS
21 TACK COAT
A Material Shall be AC-20 or AC-30 asphalt cement conforming to the
North Carolina Department of Transportation Standard Specifications
When the temperature in the shade exceeds 700 F an emulsion such as
CRS - 2h or CRS - 3 may be used at the Engineer's discretion
22 ASPHALT CEMENT AND ADDITIVES
A Asphalt Cement Shall conform to the requirements of the North Carolina
Department of Transportation Standard Specifications The material shall
be AC-20 or AC-30 The loss on heating from the Thin -Film Oven Test shall
not exceed 0 75 percent Contractor shall provide supporting documents
to Engineer 7 days prior to commencing paving operations
B Anti -Stripping Shall conform to requirements of the North Carolina
Department of Transportation Standard Specifications
23 AGGREGATES
A General Mineral aggregate shall be composed of fine aggregate or a
combination of fine and coarse aggregate Coarse aggregate shall be
that portion of the material retained on a No 8 sieve
Fine aggregate shall be considered that portion passing the No 8 sieve
Fine aggregate coarse aggregate and any additives in combination
with the specified percentage of asphalt cement shall meet the
requirements of tests specified before approval may be given for their
individual use
B Fine Aggregate Shall conform to the requirements of the North Carolina
Department of Transportation Standard Specifications
C Coarse Aggregate Shall conform to the requirements of the North
Carolina Department of Transportation Standard Specifications
D Surface Course The surface course shall consist of fine and coarse
aggregate and mineral filler uniformly mixed with hot asphalt cement in
an approved mixing plant The plant shall conform to North Carolina
Department of Transportation Standard Specifications The gradations
asphalt content and stabilities shall be the following
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Square Sieve
% Passing
100
97 - 100
3/8"
80 - 100
No 4
58 - 75
No 8
42 - 60
No 30
19 - 40
No 100
8 - 20
No 200
3-8
Asphalt Cement
4 8 - 6 8
Marshall Stability @ 50 Blows
(Design)
1 400
Air Voids %(Design)
3 5- 5 0
Marshall Stabilit @ 50 Blows Field
1 250
Air Voids %, Field
3-5
Intermediate or Binder Course The mineral aggregates and asphalt
cement shall be combined in such proportions that the composition by
weight of the finished mixture shall be within the following range limits
Sieve Designation
Percentage by Weight
Passing
1 inch
100
3/. inch
90 - 100
'/2 inch
72 - 90
No 4
42 - 60
No 8
30 - 48
No 30
12 - 29
No 100
6-16
No 200
2-8
Percent of Total Mixture
Asphalt Cement
3 5 - 6 2
Marshall Stability Ibs @ 50 Blows
(Design)
1 200
24 SOURCE QUALITY CONTROL AND TESTS
A Provide mix design for asphalt
Submit proposed mix design for review prior to beginning of work
C Test samples in accordance with the requirements of these specifications
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PART 3 - EXECUTION
31 EXAMINATION
A ON -SITE OBSERVATIONS The Owner's Representative or Engineer will have
the right to require that any portion of the work be done in his presence
and if the work is covered up after such instruction it shall be exposed by
the Contractor for observation at no additional cost to the Owner
However if the Contractor notifies the Owner that such work is scheduled
and the Owner fails to appear within 48 hours the Contractor may
proceed without him All work done and materials furnished shall be
subject to review by the Owner Engineer or Project Representative
Improper work shall be reconstructed and all materials which do not
conform to the requirements of the specifications shall be removed from
the work upon notice being received from the Engineer for the rejection
of such materials The Engineer shall have the right to mark rejected
materials so as to distinguish them as such
The Contractor shall give the Owner Project Engineer or Project
Representative a minimum of 48 hours notice for all required observations
or tests
B Contractor verify that base has been inspected is dry and gradients and
elevations are correct
32 PREPARATION
A Apply tack coat in accordance with the North Carolina Department of
Transportation Standard Specifications Rate of application shall be 0 04
to 0 08 gallons per square yard of surface
B Work shall be planned so that no more tack coat than is necessary for the
day's operation is placed on the surface All traffic not essential to the
work should be kept off the tack coat
C Apply tack coat to contact surfaces of curbs and gutters Apply in
manner so exposed curb or gutter surfaces are not stained
D Coat surfaces of manhole frames and inlet frames with oil to prevent
bond with asphalt pavement Do not tack coat these surfaces
33 PLACEMENT
A Construction shall be in accordance with the North Carolina Department
of Transportation Standard Specifications current edition
B Asphaltic concrete shall not be placed on a surface that is wet or frozen
C Compaction shall commence as soon as possible after the mixture has
been spread to the desired thickness Compaction shall be continuous
and uniform over the entire surface Do not displace or extrude
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pavement from position Hand compact In areas Inaccessible to rolling
equipment Perform rolling with consecutive passes to achieve even and
smooth finish without roller marks Compaction rolling shall be complete
before material temperature drops below 185' F
D Areas of pavement with deficient thickness or density shall be removed
and replaced at no additional cost to the Owner
34 TOLERANCES
A General All paving shall be subject to visual and straightedge Inspection
during construction operations and thereafter prior to final acceptance
A 10-foot straightedge shall be maintained In the vicinity of the paving
operation at all times for the purpose of measuring surface irregularities on
all paving courses The straightedge and labor for Its use shall be
provided by the Contractor The surface of all courses shall be Inspected
with the straightedge as necessary to detect surface irregularities
Irregularities such as rippling tearing or pulling which In the judgment of
the Engineer Indicate a continuing problem In equipment mixture or
operating technique will not be permitted to recur The paving
operation shall be stopped until appropriate steps are taken by the
Contractor to correct the problem
B Flatness All Irregularities In excess of 1 /8 Inch In 10 feet for surface courses
and 3/ 16 Inch In 10 feet for Intermediate courses shall be corrected
C Variation from Design Elevation Less than 1 /4 Inch under tolerance
D Scheduled Compacted Thickness Less than 1 /4 Inch
E Pavement Deficient In Thickness When measurement of any core
Indicates that the pavement Is deficient in thickness additional cores will
be drilled 10 feet either side of the deficient core along the centerline of
the lane until the cores indicate that the thickness conforms to the above
specified requirements A core Indicating thickness deficiencies is
considered a failed test Pavement deficient in thickness shall be
removed and replaced with the appropriate thickness of materials If the
Contractor believes that the cores and measurements taken are not
sufficient to Indicate fairly the actual thickness of the pavement
additional cores and measurements will be taken provided the
Contractor will bear the extra cost of drilling the cores and filling the holes
In the roadway as directed
35 FIELD QUALITY CONTROL
A Quality acceptance of the in -place density of the binder and surface
courses shall be In accordance with the North Carolina Department of
Transportation Standard Specifications
Density Testing Performed in accordance with ASTM D-2726 and ASTM D-
2950 Core samples for each days operation shall be taken tested and
results reported to the Engineer the following day The areas sampled
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shall be properly restored by the Contractor at no additional cost to the
Owner Compaction must be accomplished when the temperature of
the mix is above 1850 F and below 3000 F When the density of the
compacted course is less than 96%, or more than 98% of the maximum
laboratory density the course will be rejected
C Temperature
Asphaltic concrete shall not exceed 325u F at any time
2 Asphaltic concrete shall not be placed once the temperature of
the mix falls below 2500 F or the delivered temperature is more
than 15 degrees F below the batch plant's delivery ticket
3 Temperature at time of loading shall be recorded on the truck
delivery ticket
D Frequency of Tests
1 Asphaltic Concrete - One test for each 250 tons placed
a Asphalt extraction and gradation test
b Marshall Stability Test
c Core Sample
2 Field determination of density by nuclear method every 5 000
square feet during construction of the asphaltic concrete
binder/surface course
E Submit North Carolina Department of Transportation (NCDOT) QMS-MV1
and QMS-MV2 forms including applicable supporting information listed on
the QMS-MV2 form
END OF SECTION
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INDEX TO
SECTION 02720-STORM DRAINAGE
Paragraph Title Page
PART 1 - GENERAL
1 1
Section Includes
02720-1
1 2
Related Sections
02720-1
1 3
Options - Omitted
02720-1
14
References
02720-1
1 5
Quality Assurance
02720-2
1 6
Product Delivery Storage and Handling
02720-3
1 7
Sequencing and Scheduling
02720-3
18
Alternatives
02720-3
19
Guarantee
02720-3
1 10
Existing Utilities
02720-3
1 11
Measurement and Payment
02720-3
112
Testing
02720-4
PART 2 - PRODUCTS
21
Pipe
02720-4
22
Drainage Structures
02720-5
23
Filter Fabric
02720-6
24
Soils and Stone Aggregates
02720-7
25
Product Review
02720-8
PART 3 - EXECUTION
3 1
On Site Observations of Work
32
Excavation for Pipe and Structures
33
Trenching for Pipe
34
Protection of Utility Lines
35
Foundation and Bedding
36
Hounching Initial Backfill and Final Backfill
3 7
Placing Pipe
38
Joints in Pipes
39
Field Quality Control
3 10
Drainage Structures
3 11
Remove and Replace Pavement
3 12
Connect Pipe to Existing Structures
02720-8
02720-8
02720-9
02720-9
02720-9
02720-10
02720-11
02720-12
02720-13
02720-14
02720-14
02720-14
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SECTION 02720
STORM DRAINAGE
PART 1 - GENERAL
1 1 SECTION INCLUDES
02720-1
A Construction of pipes drainage inlets manholes headwalls and various drainage
structures
1 2 RELATED SECTIONS
A Section 03305 - Site Concrete
13 OPTIONS - Omitted
14 REFERENCES (Latest Revision)
A ASTM D 3740 - Minimum Requirements for Agencies Engaged in Testing and/or
Inspection of Soil and Rock as Used in Engineering Design and Construction
B ASTM E 329 - Agencies Engaged in Construction Inspection and/or Testing
C ASTM C 76 - Reinforced Concrete Culvert Storm Drain and Sewer Pipe
D ASTM C 443 - Joints for Concrete Pipe and Manholes Using Rubber Gaskets
E ASTM B 745/B 745M - Corrugated Aluminum Pipe for Sewers and Drains
F ASTM D 1056 - Flexible Cellular Materials - Sponge or Expanded Rubber
G ASTM F 2306/F 2306M - 12 to 60-Inch (300 to 1 500 mm) Annular Corrugated
Profile -Wall Polyethylene (PE) Pipe and Fittings for Gravity -Flow Storm Sewer and
Subsurface Drainage Applications
H ASTM D 1751 - Preformed Expansion Joint Filler for Concrete Paving and Structural
Construction (Non -extruding and Resilient Bituminous Types)
ASTM D 1752 - Preformed Sponge Rubber Cork and Recycled PVC Expansion
Joint Fillers for Concrete Paving and Structural Construction
J ASTM D 2321 - Underground Installation of Thermoplastic Pipe for Sewers and
Other Gravity Flow Applications
K ASTM C 150 - Portland Cement
L ASTM C 144 - Aggregate for Masonry Mortar
M ASTM C 207 - Hydrated Lime for Masonry Purposes
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02720-2
N ASTM C 62 - Building Brick (Solid Masonry Units Made From Clay or Shale)
O ASTM C 55 - Concrete Brick
P ASTM C 478 - Precast Reinforced Concrete Manhole Sections
Q ASTM C 1433 - Precast Reinforced Concrete Box Sections for Culverts Storm
Drains and Sewers
R ASTM D 1557 - Test Method for Laboratory Compaction Characteristics of Soil
Using Modified Effort
S ASTM D 2922 - Test Methods For Density Of Soil and Soil Aggregate In Place by
Nuclear Methods (Shallow Depth)
T ASTM F 405 - Corrugated Polyethylene (PE) Tubing and Fittings
U ASTM C 913 - Precast Concrete Water and Wastewater Structures
V ASTM D 3212 - Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric
Seals
W ASTM F 477 - Elastomeric Seals (Gaskets) for Joining Plastic Pipe
X AASHTO M 294-Corrugated Polyethylene Pipe 300 to 1500-mm Diameter
Y ASTM F667 - Large Diameter Corrugated Polyethylene Pipe and Fittings
1 5 QUALITY ASSURANCE
A Material Review - Contractor will furnish the Engineer and Owner a description of
all material before ordering Engineer will review the Contractors submittals and
provide in writing an acceptance or refection of material
B Manufacturer - Material and equipment shall be standard products of a
manufacturer who has manufactured them for a minimum of 2 years and
provides published data on their quality and performance
C Subcontractor - A subcontractor for any part of the work must have experience
on similar work and if required furnish the Engineer with a list of projects and the
Owners or Engineers who are familiar with their competence
D Design - Devices equipment structures and systems not designed by the Engineer
and the Contractor wishes to furnish shall be designed by either a Registered
Professional Engineer or by someone the Engineer accepts as qualified If
required complete design calculations and assumptions shall be furnished to the
Engineer or Owner before ordering
E Testing Agencies - Soil tests shall be taken by a testing laboratory operating in
accordance to ASTM D-3740 and E-329 and be acceptable to the Engineer prior
to engagement Mill certificates of tests on materials made by manufacturers will
be accepted provided the manufacturer maintains an adequate testing
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02720-3
laboratory makes regularly scheduled tests spot checked by an outside
laboratory and furnishes satisfactory certificates
Codes and Standards - Contractor responsible for compliance with all local state
and federal permits on behalf of the Owner for this project including but not
limited to sediment and erosion control monitoring inspection logs etc
1 6 PRODUCT DELIVERY, STORAGE AND HANDLING
A Material shall be unloaded in a manner avoiding damage and shall be stored
where it will be protected and will not be hazardous to traffic Contractor shall
repair any damage caused by the storage Material shall be examined before
installation Neither damaged nor deteriorated material shall be used in the work
1 7 SEQUENCING AND SCHEDULING
A Contractor shall arrange the work so sections of pipes between structures are
bockfilled checked pavement replaced and the section placed in service as
soon as reasonable after installation
18 ALTERNATIVES
A The intention of these specifications is to produce the best system for the Owner
If the Contractor suggests alternate material equipment or procedures will
improve the results at no additional cost the Engineer and Owner will examine
the suggestion and if accepted it may be used The basis upon which
acceptance of an alternate will be given is its value to the Owner and not for the
Contractor's convenience
19 GUARANTEE
A Contractor shall guarantee the quality of materials equipment and workmanship
for a minimum period of 12 months or as required by the local governing agency
after acceptance Defects discovered during this period shall be repaired by the
Contractor at no cost to the Owner
1 10 EXISTING UTILITIES
A All known utility facilities are shown schematically on the construction drawings
and are not necessarily accurate in location as to plan or elevation Utilities such
as service lines or unknown facilities not shown will not relieve the Contractor of
responsibility under this requirement 'Existing Utilities Facilities means any utility
existing on the project in its original relocated or newly installed position
Contractor will be held responsible for the cost of repairs to damaged
underground facilities even when such facilities are not shown on the drawings
The Contractor shall contact all utility companies and request locations of their
respective utility lines
1 11 MEASUREMENT AND PAYMENT
A As specified in contract
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112 TESTING
A Laboratory tests for moisture density relationship for fill materials shall be in
accordance with ASTM D 1557 (Modified Proctor)
B In place density tests in accordance with ASTM D 1556 or ASTM D 2922
C Testing laboratory shall operate in accordance with ASTM D 3740 and E 329 and
be acceptable to the Engineer
D Testing laboratory and Project Engineer/Project Representative shall be given a
minimum of 48 hours notice prior to taking any tests
E Owner shall select and engage the testing laboratory Testing laboratory shall be
responsible to the Owner and Owner's Engineer Payment for laboratory and all
tests shall be by the Owner except Owner specifically reserves the right to deduct
from Contractor's payment expenses and charges of testing laboratory when
Contractor gives notice the work is ready for inspection and testing and
fails to be ready for the test and/or
2 testing of the Contractor's work products or materials fail and retesting is
required and/or
3 Contractor abuses the services or interferes with the work of the testing
laboratory in the conduct of this work
F Test results shall be furnished to the Owner prior to continuing with associated or
subsequent work
PART 2 - PRODUCTS
21 PIPE
A Concrete Pipe - Shall be reinforced Class III Class IV or Class V and shall conform
to ASTM Specification C-76 Pipe less than 48 inch inside diameter shall be
manufactured without lifting holes Joints shall be either 'O' ring watertight
flexible rubber or tongue and groove as indicated on the plans Gasketed single
offset joints may be used in lieu of 'O' ring joints if approved by the Engineer
'O' Ring Joints - Shall be water tight flexible rubber gasket and shall meet
ASTM Specification C-443
2 Gasketed single offset joint shall be soil tight and shall meet ASTM
Specification C-443
3 Tongue and groove joints shall utilize mastic sealant and the exterior shall
be wrapped with geotextile material
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02720-5
B Corrugated Aluminum Alloy Pipe - Shall conform to ASTM B745 Pipe may be
annular or helical
Joints - Coupling bands shall be one piece lap -type having a width
conforming to the pipe manufacturer's recommendations They shall be
of the angle lug rod and lug or U-bolt type The type size and gauge of
the bands and size of angles bolts and rods shall be as specified in the
applicable standards or specifications for the pipe The exterior rivet
heads in the longitudinal seam under the coupling band shall be
countersunk or the rivets shall be omitted and the seam welded
2 Gaskets - Gaskets shall be made of 3/8 inch thick by 6 'h inch minimum
width closed cell expanded synthetic rubber fabricated in the form of a
cylinder with a diameter approximately 10% less than the nominal pipe
size The gasket material shall conform to the requirements of ASTM D1056
Grade Number SBE-43
3 Bends - Where specified shall be shop fabricated to the angles and
dimensions shown on the construction drawings
C Polyethylene - Shall be high density polyethylene corrugated pipe having an
integrally formed smooth interior equivalent to Advanced Drainage Systems N-
12WT N-12STIB or Hancor Blue Seal or Sure-Lok ST Pipe shall conform to ASTM F667
and F2306
Joints - Pipe shall be joined using an integral bell and spigot joint meeting
ASTM F2306 specifications The joint shall be soil tight and gaskets when
applicable shall meet the requirements of ASTM F477 A joint lubricant
supplied by the manufacturer shall be used on the gasket and bell during
assembly
D Subgrade Drain - Shall be heavy duty corrugated polyethylene perforated pipe
manufactured by Advanced Drainage Systems (ADS) or equivalent and shall
conform to ASTM F-405
22 DRAINAGE STRUCTURES
A Details - See plans
B Concrete - Reinforced and non -reinforced
Minimum compressive strength = 3 000 p s i at 28 days
2 Reinforcing shall be covered by a minimum 1 inch of concrete for top
slabs and 1 '/z inches for walls and bases and 3 inches where concrete is
deposited directly against the ground
3 Expansion joint filler materials shall conform to ASTM D 1751 or D 1752
C Mortar - Connection of pipe and drainage structures shall be composed of one
part by volume of Portland cement and two parts of sand The Portland cement
shall conform to ASTM C-150 Type I or II The sand shall conform to ASTM C-144
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02720-6
and shall be of an approved gradation Hydrated lime may be added to the
mixture of sand and cement in an amount equal to 25% of the volume of cement
used Hydrated lime shall conform to ASTM C-207 Type S The quantity of water
in the mixture shall be sufficient to produce a workable mortar but shall in no
case exceed 7 gallons of water per sock of cement Water shall be clean and
free of harmful adds alkalies and organic impurities The mortar shall be used
within 30 minutes from the time the ingredients are mixed with water
D Brick Masonry - Brick shall conform to ASTM Specification C-62 Grade SW or C-55
Grade S Mortar for jointing and plastering shall consist of one part Portland
cement and two parts fine sand Lime may be added to the mortar in the
amount not more than 25% of the volume of cement The joints shall be
completely filled and shall be smooth and free from surplus mortar on the inside of
the structure Brick structures shall be plastered with '/2 inch of mortar over the
entire outside surface of the walls For square or rectangular structures brick shall
be laid in stretcher courses with a header course every sixth course and for round
structures brick shall be laid radially with every sixth course a stretcher course
E Precast - Shall be constructed in accordance with ASTM C-478 C-913 or C-1433
and conform to the details on the project drawings
Joints - Shall be tongue and groove sealed with flexible gaskets or mastic
sealant Gaskets shall be O-Ring or Type A or B "Tylox" conforming to
ASTM C443 and mastic shall be "Ram-nek" or equivalent with primer The
primer shall be applied to all contact surfaces of the manhole joint at the
factory in accordance with the manufacturer's instructions
Steps - Shall be polypropylene equivalent to M A Industries Type PS-1 or
PS-1-PF The steps shall be installed at the manhole factory and in
accordance with the recommendations of the step manufacturer
Manholes will not be acceptable if steps are not installed accordingly
Leaks - No leaks in the manhole will be acceptable All repairs made from
inside the manhole shall be made with mortar composed of one part
portland cement and two parts clean sand the mixing liquid shall be
straight bonding agent equivalent to "Acryl 60 "
Frame cover & grating shall conform to the details shown on the project
drawings Grates in pavement and in other flush -mounted type surfaces shall be
of a bicycle -safe' configuration consisting of 45 degree diagonal bars or slotted
grates with a maximum clear opening of 1 inch and a maximum length of 9-
inches In any case the long dimension of the openings should be located
transverse to the direction of traffic when possible
23 FILTER FABRIC
A Shall be a non -woven heat -bonded fiber of polypropylene and nylon filaments
equivalent to Mrafi 140 N The fabric shall be finished so the filaments will retain
their relative position with respect to each other The fabric shall contain
stabilizers and/or inhibitors added to the base plastic to make the filaments
resistant to deterioration due to ultraviolet and/or heat exposure The product
shall be free of flaws rips holes or defects
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02720-7
24 SOILS AND STONE AGGREGATES
A Stone aggregate shall be clean crushed granite or concrete meeting the
gradation requirements of grade No 57
Soils used for bedding haunching and initial backfill shall be as shown in the
following table and shall meet the requirements and classifications of ASTM D2321
and ASTM D2487
Percentage Passing
Sieve Sizes
Soil
1-1/2
No
Group
inch
No 4
200
Symbol
(40
(4 75
(0 075
Class
Type
D 2487
Description
mm)
mm)
mm
Angular crushed stone (or
Manufactured
other Class I matenal5) and
Processed
stone/sand mixtures with
IB
Aggregates
None
gradations selected to minimize
100%
<50%
<5%
dense -graded
migration of adjacent soils
clean
contain little or no fines
Well -graded grovels and
GW
gravel -sand mixtures little or no
<50% of
fines
"Coarse
Poorly -graded grovels and
Fraction
Coarse -
GP
gravel -sand mixtures little or no
11
Grained Soils
tines
100%
<5%
clean
Well -graded sands and gravelly
>50% of
It
SW
sands little or no fines
"Coarse
Poorly -graded sands and
Fraction
SP
ravel) sands little or no fines
Coarse -Grained
Eg
Sands and gravels that are
5%
Sods borderline
GW-
borderline between clean and
100%
Vanes
to
clean to w/fines
GC SP-
with fines
12%
GM
Silty grovels gravel -sand -silt
<50% of
mixtures
"Coarse
Clayey gravels gravel -sand-
Fraction
III
Coarse -Grained
GC
clay mixtures
100%
5%
SM
Silt sands sand -silt mixtures
>50% of
Soils with Fines
Clayey sands sand -clay
"Coarse
SC
mixtures
Fraction
Inorganic silts and very fine
MILsands
rock flour silty or clayey
fine sands silts with slight
IVA
Fine-grained soils
plasticity100%
100%
>50%
(inorganic)
Inorganic clays of low to
CL
medium plasticity gravely
clays sandy clays silty clays
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02720-8
i;4�2;T.]Dille] I34714711
A The Contractor shall provide the Owner with a complete description of all
products before ordering The Owner will review all products by the submittal of
shop drawings before they are ordered
PART 3 — EXECUTION
31 ON SITE OBSERVATIONS OF WORK
A The line grade deflection and infiltration of storm sewers shall be tested by the
Contractor under the direction of the Owner or Engineer The Owner's
Representative or Engineer will have the right to require any portion of the work
be completed in their presence and if the work is covered up after such
instruction it shall be exposed by the Contractor for observation However if the
Contractor notifies the Engineer such work is scheduled and the Engineer fails to
appear within 48-hours the Contractor may proceed All work completed and
material furnished shall be subject to review by the Engineer or Project
Representative All improper work shall be reconstructed All materials that do
not conform to the requirements of the specifications shall be removed from the
work upon notice being received from the Engineer for the rejection of such
materials Engineer shall have the right to mark rejected materials to distinguish
them as such
Contractor shall give the Project Engineer or Project Representative a minimum of
48-hours notice for all required observations or tests Storm sewers shall be dry for
observation by the Engineer Lines under water shall be pumped out by the
Contractor prior to observation at no additional cost to the Owner
It will also be required of the Contractor to keep accurate legible records of the
location of all storm sewer lines and appurtenances These records will be
prepared in accordance with the paragraph on Record Data and Drawings in
the Special Conditions Final payment to the Contractor will be withheld until all
such information is received and accepted
32 EXCAVATION FOR PIPE AND STRUCTURES
A Excavated material shall be piled a sufficient distance from the trench banks to
avoid overloading to prevent slides or cave-ins
B Remove from site all material not required or suitable for backfill
C Grade as necessary to prevent water from flowing into excavations
D Remove all water accumulating in the excavation from surface flow seepage or
otherwise by pumping or other approved method
E Sheeting bracing or shoring shall be used as necessary for the protection of the
work and safety of personnel
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03305-9
straightedge placed anywhere on the slab in any direction Maximum variation
in elevation for a level slab shall not exceed quarter of an inch (1/4") over the
entire slab for accessible route tolerances ]
310 JOINT SEALING
A Separate pavement from vertical surfaces with 1 /2 inch thick joint filler
B Place joint filler in pavement pattern placement sequence Set top to required
elevations Secure to resist movement by wet concrete
C Extend joint filler from bottom of pavement to within 1 /8 inch of finished surface
311 TOLERANCES
A General Site Concrete
1 Maximum Variation of Surface Flatness 1/4 inch in 10 feet
2 Maximum Variation From True Position 1/4 inch
B Accessible Routes Variation from design elevation shall not exceed 1/4 inch
however accessible routes shall not exceed maximum ADA allowable slopes
Contractor shall remove and replace any and all portions of the accessible route
that exceeds maximum ADA allowable slopes
312 CURB AND GUTTER SECTIONS
A Shall be constructed as shown on the drawings and in accordance with
applicable details Subgrade below the curb and gutter sections shall be
compacted to 98%, density Curb and gutter sections shall be constructed in
sections of uniform length and shall not exceed 10 feet or be less than 5 feet in
length Straight edging along the edge of gutter and top of curb shall conform
to those requirements for adjacent pavement but with no irregularities to exceed
1/4 inch in 10 feet
B If slip -form or extruded construction is used contraction joints shall be located at
intervals no greater than 10 feet by sawing the hardened concrete at the proper
time Joints shall be sawed between 4 to 8 hours after placing of concrete
Depth of saw -cut shall be one-fourth thickness of the curb and gutter section
The maximum width of cut shall be 1/4 inch All joints shall be sawed in
succession
C Half inch thick premolded expansion joints shall be installed completely through
the joints at spaces not to exceed 50 feet and at all structures and walks
D When the curb forms are removed backfill shall be immediately placed
tamped and graded behind the new curb to help protect the line and grade
Machine methods of placing and forming may be used provided the finished
product is satisfactory to the Engineer
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03305-8
B Interrupt reinforcement at expansion joints
37 PLACING CONCRETE
A Placing of concrete shall conform to Chapter 5 of the American Concrete
Institute Standard A C 1 318 Concrete having attained initial set or having
contained water for more than 45 minutes shall not be used in the work
Concrete shall not be dropped freely more than 5 feet Concrete shall be mixed
and placed only when the temperature is at least 40 degrees F and rising
Concrete shall be placed only upon surfaces free from frost ice mud and other
detrimental substances or conditions When placed on dry soil or pervious
material water proof paper or polyethylene sheeting shall be laid over surfaces
to receive the concrete
B Ensure reinforcement inserts embedded parts formed joints and forms are not
disturbed during concrete placement
C Place concrete continuously over the full width of the panel and between
predetermined construction joints Do not break or interrupt successive pours so
cold joints will not occur
D Place concrete to elevations indicated on the contract drawings
38 JOINTS
A Place expansion joints at 50 foot intervals and radius points
B Place contraction joints at 10 foot intervals Align curb gutter and sidewalk
joints
C Place joint filler between paving components and building or other
appurtenances Recess top of filler 1/8 inch
D Saw cut contraction joints 3/16 inch wide at an optimum time after finishing Cut
1 /3 into depth of slab
39 FINISHING
A Paving Light broom
B Sidewalk Paving Light broom and trowel joint edges
C Curbs and Gutters Light broom parallel to gutter
D Inclined Vehicular Ramps Broomed perpendicular to slope
E Place curing compound on exposed concrete surfaces immediately after
finishing Apply in accordance with manufacturer's instructions
F Accessible Routes Surfaces shall be stable firm and slip resistant Slab Finish
Tolerances - Unless otherwise called out in the contract documents finishes shall
be true planes within 3/16 inch in 10 feet as determined by a 10-foot
J 24079 Revised December 2011

03305-10
Contractor shall place a concrete depressed curb at all driveways shown on the
drawings or where a driveway is in use
Cracked curb and gutter will not be accepted
R fK�401!161:141410ir1:iI2LH
A Immediately after placement and finishing concrete shall be protected from
moisture loss for not less than 7 days For surfaces not in contact with forms
curing compound shall be uniformly applied after water sheen disappears from
the concrete Formed surfaces shall receive an application of curing compound
if forms are removed during the 7 day curing period Curing compound shall not
be applied during rainfall
Curing compound shall be applied under pressure at the rate of 1 gallon per 150
square feet by mechanical sprayers The spraying equipment shall be of the fully
atomizing type At the time of use the compound shall be thoroughly mixed with
a fugitive dye uniformly dispersed throughout the sprayer Care shall be taken to
prevent application to joints where concrete bond is required to reinforcement
steel and to joints where joint sealer is to be placed The compound shall form a
uniform continuous coherent film which will not crack or peel and shall be free
from pinholes and other imperfections Concrete surfaces subjected to heavy
rainfall within 3 hours after curing compound has been applied shall be
resprayed by above method and at above coverage at no additional expense
to the Owner
C No pedestrian or vehicular traffic shall be allowed over the surface for seven days
unless surface is protected by planks plywood or sand Protection shall not be
placed until at least 12 hours after application of the curing compound
D Protect concrete by suitable methods to prevent damage by mechanical injury
or excessively hot or cold temperatures
314 FIELD QUALITY CONTROL
A Three concrete test cylinders will be taken for every 50 or less cubic yards of each
class of concrete placed each day
B One additional test cylinder will be taken during cold weather and cured on site
under some conditions as concrete it represents
C One slump test will be taken for each set of test cylinders taken
D Maintain records of placed concrete items Record date location of pour
quantity air temperature and test samples taken
315 PROTECTION
A Immediately after placement protect pavement from premature moisture loss
excessive hot or cold temperatures and mechanical injury
J 24079 Revised December 2011

03305-1 1
I
Do not permit vehicular traffic over pavement or curb for seven days minimum
after finishing Do not permit pedestrian traffic over concrete for three days
END Or SECTION
J 24079 Revised December 2011

03305-7
32 CONSTRUCTION OBSERVATION
A The Engineer or Project Representative will have the nght to require any portion of
the work be completed in their presence and if the work is covered up after such
instruction it shall be exposed by the Contractor for observation However if
Contractor notifies the Engineer such work is scheduled and Engineer fails to
appear within 48 hours the Contractor may proceed All work completed and
materials furnished shall be subject to review by the Engineer or Project
Representative Improper work shall be reconstructed All materials which do
not conform to the requirements of the specifications shall be removed from the
work upon notice being received from Engineer for rejection of such materials
Engineer shall have the right to mark rejected materials to distinguish them as
such
33 SUBGRADE
A Prepare subgrade in accordance with Section 02204 - Earthwork
34 PREPARATION FOR PLACING
A Water shall be removed from excavations before concrete is deposited
Hardened concrete debris and other foreign materials shall be removed from the
interior of forms and inside of mixing and conveying equipment The
reinforcement shall be made secure in position and shall be subject to
examination and acceptance
B Moisten subgrade to minimize absorption of water from fresh concrete
C Coat surfaces of manhole inlet and catch basin frames with oil to prevent bond
with concrete pavement
D Notify Engineer minimum 48 hours prior to commencement of concreting
operations
35 FORMING
A Place and secure forms to correct location dimension profile and gradient
B Assemble formwork to permit easy stripping and dismantling without damaging
concrete
C Place joint filler in position in straight lines Secure to formwork during concrete
placement
D Forms shall be constructed to the shape line and grade required and shall be
maintained sufficiently rigid to prevent deformation under load Form work and
details of construction joints shall conform to ACI-318 Chapter 6
36 REINFORCEMENT
A Place reinforcement as indicated
J 24079 Revised December 2011

f1xlcT111IN47
A Curing Compound ASTM C309 clear with fugitive dye
B Sealant Joints shall be sealed per detail on project drawings conforming to
ASTM C 920 Type S or M Grade P or NS Class 25
25 CONCRETE MIX - BY PERFORMANCE CRITERIA
A Provide concrete to the following criteria
Flexible Strength 700 psi
2 Compressive Strength 3 000 psi @ 28 days
3 Slump 4 to 5 inches
B Use accelerating admixtures in cold weather only when accepted by Engineer
Use of admixtures will not relax cold weather placement requirements
C Use calcium chlonde only when accepted by Engineer
D Use set retarding admixtures during hot weather only when accepted by
Engineer
26 SOURCE QUALITY CONTROL AND TESTS
A All sampling and testing services shall be performed at Owner's expense by a
testing agency that operates in accordance to ASTM D 3740 and E 329 latest
edition and accepted by the Engineer
B Contractor shall submit to the Engineer a design mix on each class of concrete
proposed for use The mix shall be prepared by on accepted testing laboratory
Compressive strength of at least four specimens of the design mix shall indicate
15%, higher than 28 days strengths specified During the work Contractor shall
make three test cylinders for each 50 cubic yards or fraction thereof of concrete
placed each day One cylinder shall be tested at 7 days and the other two at 28
days in accordance with ASTM C 39 Copies of all test reports shall be furnished
to the Engineer
PART 3 - EXECUTION
31 EXAMINATION
A Verify subgrade conditions under provisions of Section 02204 - Earthwork
B Verify compacted subgrade is acceptable and ready to support concrete and
imposed loads
C Verify gradients and elevations of subgrade are correct
J 24079 Revised December 2011

03305-5
C Owner shall select and engage the testing laboratory Testing laboratory shall be
responsible to the Owner and Owner's Engineer Payment for laboratory and all
tests shall be by the Owner except the Owner specifically reserves the right to
deduct from the Contractor's payment the expense and charges of the testing
laboratory when
1 Contractor gives notice work is ready for inspection and testing and fails
to be ready for the test and/or
2 Testing of the Contractor's work products or materials fail and retesting is
required and/or
3 Contractor abuses the services or interferes with the work of the testing
laboratory in the conduct of this work
D Test results shall be furnished to the Engineer prior to continuing with associated or
subsequent work
PART 2 - PRODUCTS
21 FORM MATERIALS
A Wood or steel form material profiled to suit conditions
B Joint Filler ASTM D1751 type 1 /2 inch thick
22 REINFORCEMENT
A Reinforcing Steel ASTM A 615 Grade 60 billet steel deformed bars uncoated
finish
B Welded Steel Wire Fabric Plain type ASTM A 185 uncoated finish
C Fiber reinforcement Shall conform to ASTM C 1116 as manufactured by
Fibermesh Company or equivalent Concrete mix design shall utilize between
0 5% and 1 0% fiber content
23 CONCRETE MATERIALS
A Cement ASTM C 150 Type I - Normal
B Fine and Coarse Mix Aggregates ASTM C 33 Coarse aggregate shall consist of
granite stone
C Water Potable not detrimental to concrete
D Air Entrainment ASTM C 260
E Chemical Admixture ASTM C 494 Type A - Water Reducing
24 ACCESSORIES
! 24079 Revised December 2011

03305-4
Timeliness of Floor Profile Tests & Reports All floor tolerance measurements
shall be made by the Contractor within [241 hours after slab installation
and before saw cutting of control joints In all cases tolerance
measurements shall precede the removal of shores and forms Results of
all floor profile tests including a running tabulation of overall Fm,, values for
all of defined -traffic slabs installed to date shall be provided to the
Contractor within [48] hours after each slab installation
H Remedy for Out -of -Tolerance Work For purposes of flatness and levelness
control minimum floor section boundaries shall coincide with the construction
joints Profile test compliance requirements apply to time period specified above
only Contractor shall remedy any floor section measuring below the Fm,n
number in accordance with recommendations of the Engineer Any floor
section measuring at or above the Fm,, number shall be accepted If actual
overall Fmin number entire defined -traffic floor installation measures less than its
specified value then Contractor shall undertake remedial measures acceptable
to the Engineer
If a portion of a floor does not meet specified F-number the following remedies
are recommended
a Local value is out of spec - grind or replace floor
b Overall value is out of spec - Contractor shall pay the Owner per square
foot for portion of floor not meeting F-number spec This can be obtained
by specifying a figure in project specifications in conjunction with square
footage obtained from reading taken in the field
is REGULATORY REQUIREMENTS
A Conform to NCDOT and local municipality standards for paving work on public
property
1 9 ENVIRONMENTAL REQUIREMENTS
A Do not place concrete when base surface temperature is less than 40 degrees F
or surface is wet or frozen
110 GUARANTEE
A Contractor shall guarantee the quality of materials and workmanship for a period
of 12 months after acceptance Defects discovered during this period shall be
repaired by the Contractor at no cost to the Owner
111 TESTING
A Testing laboratory shall operate in accordance with ASTM D 3740 and E 329 and
be acceptable to the Engineer
Testing laboratory and Project Engineer/Project Representative shall be given a
minimum of 48 hours notice prior to taking any tests
J 24079 Revised December 2011

03305-3
F Accessible Route Tolerance by measuring Floor Flatness and Levelness Traffic
floors [All Accessible Routes] shall conform to the following surface profile
tolerances
a Floor Designation All floor areas not specified to be part of the defined
traffic floor [Accessible Routes] shall be part of a random traffic floor
[Non -accessible Route] Any floor slab comprising part of the traffic floor
shall be designated a "traffic slab" [Accessible Route]
b Flatness and Levelness Tolerances A traffic floor shall conform to the
following surface profile tolerances
Floor Flatness Number FF
Specified Overall Value = (38]
Minimum Local Value = [25]
Floor Levelness Number FL
Specified Overall Value = [25]
Minimum Local Value = [17)
c Floor Tolerance Measurements FF and FL tolerances shall be tested in
accordance with ASTM E 1155 Actual overall F-numbers shall be
calculated using the inferior / superior area method
d Timeliness of Floor Profile Tests & Reports All floor tolerance measurements
shall be made within [48] hours after slab installation In all cases
tolerance measurements shall precede the removal of shores and forms
Results of all floor profile tests (including a running tabulation of overall FF
and Fr values for all traffic slabs installed to date) shall be provided to the
Contractor within [72] hours after each slab installation
e Remedy for Out -of -Tolerance Work For purposes of flatness and
levelness control minimum floor section boundaries shall coincide with
the control joints Profile test compliance requirements apply to the time
period specified above only Contractor shall remedy any floor section
measuring below either the minimum local FF or FL number Any floor
section measuring at or above both the minimum local FF and FL number
shall be accepted If actual overall FF or FL number for entire random -
traffic floor installation measures less than its specified value then
Contractor shall undertake remedial measures acceptable to the
Engineer
G Defined random traffic floors [Non -accessible Routes] shall conform to the
following surface profile tolerances
a Floor Designation All floor areas specified as "defined random traffic
floor include only the [Non -accessible route]
b Flatness and Levelness Tolerances The defined traffic floor shall conform
to the following surface profile tolerances Fmin = (25]
c Floor Tolerance Measurements Fm,n tolerances shall be tested in
accordance with ASTM E 1486
J 24079 Revised December 2011

03305-2
O ASTM C 260-Air-Entraining Admixtures for Concrete
P ASTM C 309 - Liquid Membrane -Forming Compounds for Curing Concrete
Q ASTM C 494 - Chemical Admixtures for Concrete
R ASTM C 920 - Elastomeric Joint Sealants
S ASTM E 1 155 -Test Method for Determining FF Floor Flatness and FL Floor Levelness
Numbers
T ASTM C 1 1 16 - Fiber -Reinforced Concrete
U ASTM D 1751 - Preformed Expansion Joint Filler for Concrete Paving and Structural
Construction (Nonextruding and Resilient Bituminous Type)
V ASTM D 3740 - Minimum Requirements for Agencies Engaged in Testing and/or
Inspection of Soil and Rock as Used in Engineering Design and Construction
W ASTM E 329 - Agencies Engaged in Construction Inspection and/or Testing
1 5 SUBMITTALS FOR REVIEW
A Product Data Provide data on joint filler admixtures and curing compounds
B Concrete Design Mix
1 6 QUALITY ASSURANCE
A Perform work in accordance with ACI 301 ACI 318 and ACI 330R
B Obtain cementitious materials from some source throughout
C Conform to ACI 117 - Specifications for Tolerances for Concrete Construction
and Materials
D Method of measurement for accessible route with a 24 digital smart -level will be
used to measure points along the accessible route Line of measurement shall be
parallel to the long edge of ramp or accessible route whether straight or curved
Longitudinal measurement lines shall be spaced 3 feet apart but in no case shall
fewer than two lines be used The horizontal measurement [cross -slope] will be
measured every [61 feet Engineer reserves the right to gather additional
measurements if further investigation is necessary The 24' Smart -level slope
readings greater than specified tolerance within contract documents will be
identified as non -compliant and not accepted
E Engineer reserves the right to mark and reject portions of concrete not within
tolerance as specified
J 24079 Revised December 2011

I
03305-1
SECTION 03305
SITE CONCRETE
PART 1 - GENERAL
11 SECTION INCLUDES
A Concrete sidewalks curbs and parking areas
12 RELATED SECTIONS
A Section 02204 - Earthwork
B Section 02231 - Aggregate Base Course
13 MEASUREMENT AND PAYMENT
A As specified in contract
14 REFERENCES (LATEST REVISION)
A ACI 117 - Specifications for Tolerances for Concrete Construction and Materials
B ACI 301 - Specifications for Structural Concrete
C ACI 304R - Guide for Measuring Mixing Transporting and Placing Concrete
D ACI 318 - Building -Code Requirements for Structural Concrete and Commentary
E ACI 330R - Guide for the Design and Construction of Concrete Parking Lots
F ASTM A 185 - Steel Welded Wire Reinforcement Plain for Concrete
G ASTM A 497 - Steel Welded Wire Reinforcement Deformed for Concrete
H ASTM A 615 - Deformed and Plain Carbon -Steel Bars for Concrete Reinforcement
I ASTM C 31 - Making and Curing Concrete Test Specimens in the Field
J ASTM C 33 - Concrete Aggregates
K ASTM C 39 - Compressive Strength of Cylindrical Concrete Specimens
L ASTM C 94 - Ready -Mixed Concrete
M ASTM C 150 - Portland Cement
N ASTM C 172 - Sampling Freshly Mixed Concrete
J 24079 Revised December 2011

INDEX TO
SECTION 03305 — SITE CONCRETE
Paragraph Title Page
PART 1 — GENERAL
1 1
Section Includes
03305-1
1 2
Related Sections
03305-1
1 3
Measurement and Payment
03305-1
14
References
03305-1
1 5
Performance Requirements
03305-2
1 6
Submittals for Review
03305-2
1 7
Quality Assurance
03305-3
1 8
Regulatory Requirements
03305-5
1 9
Environmental Requirements
03305-5
110
Guarantee
03305-5
111
Testing
03305-5
PART 2 — PRODUCTS
21
Form Materials
03305-6
22
Reinforcement
03305-6
23
Concrete Materials
03305-6
24
Accessories
03305-6
25
Concrete Mix - By Performance Criteria
03305-6
26
Source Quality Control and Tests
03305-7
PART 3 — EXECUTION
31
Examination
03305-7
32
Construction Observation
03305-7
33
Subgrade
03305-7
34
Preparation for Placing
03305-8
35
Forming
03305-8
36
Reinforcement
03305-8
37
Placing Concrete
03305-8
38
Joints
03305-9
39
Finishing
03305-9
3 10
Joint Sealing
03305-9
311
Tolerances
03305-10
3 12
Curb and Gutter Sections
03305-10
3 13
Concrete Curing
03305-10
3 14
Field Quality Control
03305-1 1
315
Protection
03305-13
J 24079 Revised December 2011

029026
perennial grass whose root system shall be developed sufficiently to survive dry
periods and the winter weather and be capable of reestablishment in the spring
A Minimum coverage of 907. is required before project acceptance
END OF SECTION
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02902-5
38 SEED PROTECTION (WOOD CELLULOSE FIBER MULCH)
A After the lime has been applied and ground prepared as specified In Section 3 4
wood cellulose fiber mulch shall be applied at the rate of 1 500 pounds per acre in a
mixture of seed and fertilizer Hydraulic equipment shall be used for the application
of fertilizer seed and slurry of the prepared wood pulp This equipment shall have a
built -In agitation system with an operating capacity sufficient to agitate suspend
and homogeneously ma a slurry of the specified amount of fiber fertilizer seed and
water The slurry distribution lines shall be large enough to prevent stoppage The
discharge line shall be equipped with a set of hydraulic spray nozzles which will
provide an even distribution of the slurry on the various areas to be seeded The
slurry tank shall have a minimum capacity of 1 000 gallons
The seed fertilizer wood pulp mulch and water shall all be combined into the slurry
tank for distribution of all Ingredients in one operation by the hydraulic seeding
method specified herein The materials shall be combined in a manner
recommended by the manufacturer The slurry mixture shall be regulated so the
amounts and rates of application shall result in a uniform application of all materials
at rates not less than the amount specified Using the color of the wood pulp as a
guide the equipment operator shall spray the prepared seedbed with a uniform
visible coat The slurry shall be applied in a sweeping motion in an arched stream to
fall like rain allowing the wood fibers to build upon each other until an even coat is
achieved
39 SODDING
A Sod shall be placed between March I st and December 1 sr
Sod shall be placed within 48 hours of cutting
C Sod shall be moist when laid and placed on moist ground The sod shall be carefully
placed by hand beginning at the toe of slopes and working upwards The length of
the strips shall be at right angles to the flow of surface water All joints shall be tightly
butted and end joints shall be staggered at least 12 Inches The sod shall be
immediately pressed firmly Into the ground by tamping or rolling Fill all joints
between strips with fine screened soil Sod on slopes shall be pegged with sod pegs
to prevent movement The sod shall be watered mowed weeded repaired or
otherwise maintained to insure the establishment of a uniform healthy stand of grass
until acceptance
310 MAINTENANCE
A Maintain seeded surfaces until final acceptance
Maintenance shall consist of providing protection against traffic watering to ensure
uniform seed germination and to keep surface of soil damp and repairing any areas
damaged as a result of construction operations or erosion
311 ACCEPTANCE
A Before acceptance of the seeding performed for the establishment of permanent
vegetation the Contractor will be required to produce a satisfactory stand of
Z \24079\24079 0001\Documents\Specifications\02902 doc Revised July 2009

02902-4
for the Initial application unless otherwise directed by the Engineer Lime shall be
applied at the rate specified on the plans Unless otherwise provided lime will not
be applied for temporary seeding In all cases where practicable acceptable
mechanical spreaders shall be used for spreading fertilizer On steep slopes subject
to slides and inaccessible to power equipment the slopes shall be adequately
scanfied Fertilizer may be applied on steep slopes by hydraulic methods as a
mixture of fertilizer and seed When fertilizer is applied with combination seed and
fertilizer drills no further incorporation will be necessary The fertilizer and seed shall
be applied together when Wood Cellulose Fiber Mulch is used Any stones larger
than 2 '/z inches in any dimension larger clods roots or other debris brought to the
surface shall be removed
Rl& 9l447CIt!
A Seed shall be sown within 24 hours following the application of fertilizer and lime and
preparation of the seedbed as specified in Section 3 4 Seed shall be uniformly sown
at the rate specified by the use of acceptable mechanical seed drills Rotary hand
seeders power sprayers or other satisfactory equipment may be used on steep
slopes or on other areas inaccessible to seed drills
B The seeds shall be covered and lightly compacted by means of cultipacker or light
roller if the drill does not perform this operation On slopes inaccessible to
compaction equipment the seed shall be covered by dragging spiked chains by
light harrowing or by other satisfactory methods
C Apply water with fine spray immediately after each area has been sown
D Do not sow seed when ground is too dry during windy periods or immediately
following a rain
E If permitted by the special provisions wood cellulose fiber mulch or excelsior fiber
mulch may be used
36 SEED PROTECTION (STRAW MULCH)
A All seeded areas seeded with permanent grasses shall be uniformly mulched in a
continuous blanket immediately following seeding and compacting operations
using at least 2 tons of straw per acre Mulch shall be anchored by weighted farm
disc and/or suitable mechanical equipment Bond straw mulch by spraying with
asphalt emulsion at a rate of 10 to 13 gal/1000 sq ft Take precautions to prevent
damage or staining of adjacent structures
37 SEED PROTECTION (EXCELSIOR MULCH)
A Seed shall be sown as specified in Section 3 5 Within 24 hours after the covering of
seed excelsior mulch shall be uniformly applied at the rate of 2 tons per acre The
mulch may be applied hydraulically or by other acceptable methods Should the
mulch be placed in a dry condition it shall be thoroughly wetted immediately after
placing The Engineer may require light rolling of the mulch to form a tight mat
Z \24079\24079 0001\Documents\Specifications\02902 doc Revised July 2009

02902-3
agitation and blend with grass seed and fertilizer to form a homogenous slurry The
mulch fibers shall Intertwine physically to form a strong moisture holding mat on the
ground surface and allow rainfall to percolate into the underlying soil The mulch
shall be heat processed to contain no germination or growth -inhibiting factors It
shall be dyed (non -toxic) an appropriate color to facilitate metering of material
27 PRODUCT REVIEW
A The Contractor shall provide the Engineer with a complete description of all
products before ordering The Engineer will review all products before they are
ordered
PART 3 - EXECUTION
Ka974Z111-11110321
A The areas to be seeded shall be made smooth and uniform and shall conform to the
finished grade Indicated on the plans
Remove foreign materials plants roots stones and debns from surfaces to be
seeded
C Grassing areas If not loose shall be loosened to a minimum depth of 3 Inches before
fertilizer seed or sod is applied
32 STAND OF GRASS
A Before acceptance of the seeding performed for the establishment of permanent
vegetation the Contractor will be required to produce a satisfactory stand of
perennial grass whose root system shall be developed sufficiently to survive dry
periods and the winter weather and be capable of re establishment in the spring
Before acceptance of the seeding performed for the establishment of temporary
vegetation the Contractor will be required to produce a stand of grass sufficient to
control erosion for a given area and length of time before the next phase of
construction or the establishment of permanent vegetation is to commence
33 SEEDING DATES
A Seeding shall be performed during the periods and at the rates specified in the
seeding schedules Seeding work may at the discretion of the Contractor be
performed throughout the year using the schedule prescribed for the given period
Seeding work shall not be conducted when the ground Is frozen or excessively wet
The Contractor will be required to produce a satisfactory stand of grass regardless of
the period of the year the work is performed
34 APPLYING LIME AND FERTILIZER
A Following advance preparation and placing selected material for shoulders and
slopes lime if called for based on soil tests and fertilizer shall be spread uniformly
over the designated areas and shall be thoroughly mixed with the soil to a depth of
approximately 2 inches Fertilizer shall be applied at the rate of 500 pounds per acre
Z \24079\24079 0001\Documents\Specifications\02902 doc Revised July 2009

02902-2
PART 2 — PRODUCTS
21 SEED
A Permanent Cover Per Landscape Plan Temporary seeding per plan
B All seed shall conform to all State Laws and to all requirements and regulations of
the State Department of Agriculture
C The several varieties of seed shall be individually packaged or bagged and tagged
to show name of seed net weight origin germination lot number and other
Information required by the State Department of Agriculture
D The Engineer reserves the right to test reject or accept all seed before seeding
22 FERTILIZER
A 4-12-12 commercial fertilizer of approved type conforming to state fertilizer laws
23 SEEDING SCHEDULE
A Per the Landscape Plan
B In areas where existing grass is to be matched Contractor shall sow seed at the rate
and dates recommended by seed distributor
f�ilil„14
A Agricultural grade ground limestone 1 5 tons/acre
25 SOD
A Sod shall be densely rooted good quality centipede grass free from noxious weeds
The sod shall be obtained from areas where the soil is reasonably fertile The sod
shall be raked free of all debris and the grass mowed to 2 Inches before cutting The
sod shall contain practically all of the dense root system and not be less than 1-Inch
thick Sod shall be cut In uniform strips not less than 12 Inches In width and not less
than 24 inches in length
26 ACCESSORIES
A Straw Mulch Oat or wheat straw reasonably free from weeds foreign matter
detrimental to plant life and in dry condition
B Excelsior Mulch Excelsior mulch shall consist of wood fibers cut from sound green
timber The average length of the fibers shall be 4 to 6 Inches The cut shall be
made in such a manner as to provide maximum strength of fiber but at a slight
angle to the natural grain of the wood to cause splintering of the fibers when
weathering in order to provide adherence to each other and to the soil
C Wood cellulose fiber shall be made from wood chip particles manufactured
particularly for discharging uniformly on the ground surface when dispersed by a
hydraulic water sprayer It shall remain In uniform suspension in water under
Z \24079\24079 0001\Documents\Specifications\02902 doc Revised July 2009

SECTION 02902
GRASSING
PART 1 — GENERAL
11 SECTION INCLUDES
02902-1
A Seeding planting grass and fertilizing graded areas behind the structures pipeline
rights -of -way roadway shoulders and other disturbed areas
B Seed protection
C Maintaining seeded areas until final acceptance
12 RELATED WORK
A Section 02204 - Earthwork Grading
1 3 DELIVERY STORAGE AND HANDLING
A Deliver grass seed in original containers showing analysis of seed mixture
percentage of pure seed year of production net weight date of packaging and
location of packaging Damaged packages are not acceptable
B Deliver fertilizer in waterproof bags showing weight chemical analysis and name of
manufacturer Damaged bags are not acceptable
C Deliver sod on pallets
D All material shall be acceptable to Engineer prior to use
14 PLANTING DATES
A This specification provides for the establishment of a permanent gross cover
between the dates of March 1 and September 30 If finished earth grades are not
completed in time to permit planting and establishment of the permanent grass
during the favorable season between the dates specified above unless otherwise
accepted the Contractor will be required to plant a temporary cover to protect the
new graded areas from erosion and to keep windborne dust to a minimum The
temporary cover shall be planted between October 1 and February 28 unless
otherwise permitted
Is MEASUREMENT AND PAYMENT
A As specified in contract
Z \24079\24079 0001\Documents\Specifications\02902 doc Revised July 2009

INDEX TO
SECTION 02902 - GRASSING
Paragraph Title Page
PART 1 - GENERAL
1 1
Section Includes
02902-1
1 2
Related Work
02902-1
1 3
Delivery Storage & Handling
02902-1
1 4
Planting Dates
02902-1
1 5
Measurement and Payment
02902-1
PART 2 - PRODUCTS
21
Seed
02902-2
22
Fertilizer
02902-2
23
Seeding Schedule
02902-2
24
Lime
02902-2
25
Sod
02902-2
26
Accessories
02902-2
27
Product Review
02902-3
PART 3 - EXECUTION
31
Preparation
02902-3
32
Stand of Grass
02902-3
33
Seeding Dates
02902-3
34
Application Lime and Fertilizer
02902-3
35
Seeding
029024
36
Seed Protection (Straw Mulch)
02902-4
37
Seed Protection (Excelsior Mulch)
02902-4
38
Seed Protection (Wood Cellulose Fiber Mulch)
02902-5
39
Sodding
02902-5
310
Maintenance
02902-5
311
Acceptance
02902-5
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w11*z4nin
30-days after completion of all backfill and placement of any fill Deflection shall
be determined by use of a deflection device or by use of a spherical spheroidal
or elliptical ball a cylinder or circular sections fused to a common shaft The ball
cylinder or circular sections shall have a diameter or minor diameter as
applicable of 95% of the inside pipe diameter The ball cylinder or circular
sections shall be of a homogeneous material throughout shall have a density
greater than 1 0 as related to water at 39 2 degrees F and shall have a surface
brinell hardness of not less than 150 The device shall be center bored and
through bolted with a '/4 inch minimum diameter steel shaft having a yield
strength of 70 000 psi or more with eyes at each end for attaching pulling
cables The eye shall be suitably backed with flange or heavy washer a pull
exerted on the opposite end of the shaft shall produce compression throughout
the remote end of the ball cylinder or circular section Circular sections shall be
spaced so the distance from the external faces of the front and back sections
shall equal or exceed the diameter of the circular section Failure of the ball
cylinder or circular section to pass freely through a pipe run either by being
pulled through by hand or by being flushed through with water shall be cause for
rejection of that run When a deflection device is used for the test in lieu of the
ball cylinder or circular sections described such device shall be approved prior
to use The device shall be sensitive to 1 0% of the diameter of the pipe being
measured and shall be accurate to 1 0% of the indicated dimension Installed
pipe showing deflections greater than 5% of the normal diameter of the pipe shall
be retested by a run from the opposite direction If the retest also fails the
suspect pipe shall be repaired or replaced at no cost to the Owner
C 50% of pipes under roadways shall be televised and video recorded The video
observation shall include a complete pan view of each joint If the video
observation indicates problems further televising may be required Additional
televising and video recording will be at no additional cost to the Owner
310 DRAINAGE STRUCTURES
A Drainage structures shall be constructed of the materials specified for each type
and in accordance with the details shown on the drawings
311 REMOVE AND REPLACE PAVEMENT
A Pavement shall only be removed after prior written authorization by the Owner
Pavement removed and replaced shall be constructed in accordance with the
latest specifications of the State Department of Transportation Traffic shall be
maintained and controlled per State Department of Transportation regulations
312 CONNECT PIPE TO EXISTING STRUCTURES
A The Contractor shall connect pipe to the existing structure where indicated For
brick or precast structures a hole not more than 4 inches larger than the outside
diameter of the new pipe shall be cut or cored neatly in the structure the new
pipe laid so it is flush with the inside face of the structure and the annular space
around the pipe filled with a damp expanding mortar or grout to make a
watertight seal
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02720-13
C Polyethylene Pipe - Maintain pipe alignment and prevent infiltration of fill material
at joints during installation
Joints shall be gasketed soil -tight bell and spigot meeting ASTM F2306
Gaskets shall meet the requirements of ASTM F477 A joint lubricant
supplied by the manufacturer shall be used on the gasket and bell during
assembly Pipe shall be inserted into the bell using methods
recommended by the manufacturer Pipe shall be kept true to line and
grade during assembly
2 Installation of Filter Fabric at Joint - All polyethylene pipe joints shall
receive one layer of filter fabric completely around the exterior of the
joint The filter fabric shall be a minimum of 2 feet wide centered on the
joint and overlapped a minimum of 1 foot
D Subgrade Drain Tubing - Joints shall be joined using snap couplings When
installing sock wrapped pipe overlap sock ends over coupling and secure with
polyethylene tape
39 FIELD QUALITY CONTROL
A Soil and density tests shall be made by a testing laboratory approved by the
Engineer and shall be made at the Contractors expense Laboratory tests of the
soil shall be made in accordance with ASTM D 1557 In -place density tests shall be
made in accordance with ASTM D 2922 Results of the tests shall be furnished to
the Engineer
The minimum number of tests required shall be
Hounching and Initial
Backfill in all areas 1 per 100-linear feet of pipe minimum of one per run of
pipe for both the hounching and initial backfill zones
Final Backfill over pipe
in traffic areas 1 per 100-linear feet or less for each 4-feet of depth or
portion thereof
Final Backfill over pipe
in non -traffic areas 1 per 500-linear feet or less for each 6-feet of depth or
portion thereof
The minimum percent of compaction of the backfill material (in accordance to
ASTM D1557) shall be the following
In traffic Areas 98% of maximum laboratory density
In non -traffic Areas 90% of maximum laboratory density unless otherwise
approved by the Engineer
B It is the Contractor's responsibility to assure backfill is sufficient to limit pipe
deflection to no more than 5% When flexible pipe is used a deflection test shall
be made by the Contractor on the entire length of installed pipeline not less than
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02no-12
the pipe by working in bedding material Pipe shall be installed in accordance
with ASTM D-2321
Subgrade Drain Tubing - Shall be laid as detailed on the construction drawings
with the invert conforming to required elevations and alignment
38 JOINTS IN PIPES
A Concrete Pipe - Joints in concrete pipe shall be either 'O' ring watertight flexible
rubber or tongue and groove as indicated on the plans Gasketed single offset
joints may be used if approved by the Engineer Maintain pipe alignment and
prevent infiltration of fill material at joints during installation
'O' ring and single offset joints shall meet the requirements of ASTM C443
They shall utilize either a rubber gasket with a circular cross section or a
rectangular cross section Gaskets shall have no more than one splice
except two splices of the gasket will be permitted if the nominal diameter
of the pipe exceeds 54 inches Manufacturer's recommendations and
requirements shall be followed
Tongue and groove joints shall utilize a bituminous mastic such as Ram-Nek
or approved equal The joint surfaces shall be primed according to
manufacturer's recommendations Care shall be taken to insure the
mastic material completely and uniformly seals the joint
All tongue and groove joints shall receive one layer of filter fabric
completely around the exterior of the joint The filter fabric shall be a
minimum of 2 feet wide centered on the joint and overlapped a
minimum of 1 foot
B Corrugated Aluminum Pipe - Maintain pipe alignment and prevent infiltration of fill
material at joints during installation
Installation of Gaskets - Shall be in accordance with the recommendations
of the manufacturer in regard to the use of lubricants and cements and
other special installation requirements The gasket shall be placed over
one end of a section of pipe for half the width of the gasket The other
half shall be doubled over the end of the same pipe When the adjoining
section of pipe is in place the double -over half of the gasket shall then be
rolled over the adjoining section Any unevenness in overlap shall be
corrected so the gasket covers the ends of the pipe sections equally
Connecting bands shall then be centered over the adjoining sections of
pipe and rods or bolts placed in position and nuts tightened The band
shall be tightened evenly Tension shall be kept on the rods or bolts and
the gasket shall be closely observed to see it is seating properly in the
corrugations
Installation of Filter Fabric at Joint - After the connecting band has been
tightened the Contractor shall place one layer of filter fabric completely
around the exterior of the joint a minimum of 2 feet wide centered on the
joint and overlapped a minimum of 1 foot
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Revised January 2010

02720-11
B Initial Backfill - HDPE and corrugated aluminum alloy pipe require initial backfill
material of either Class II or Class III soils to be placed from the spring line to a
minimum of 6 inches above the top of the pipe in 6 inch lifts This initial backfill
shall be compacted to a minimum density of 95% as determined by ASTM D1557
Reinforced concrete pipe does not specifically require initial backfill Initial
backfill for reinforced concrete pipe can be the some as final backfill
C Final Backfill - For all pipes it should extend to the surface and shall be select
materials compacted to a minimum of 98% as determined by ASTM D1557 if the
pipe is under pavement If the pipe is in grassed areas final backfill may be native
materials compacted to a minimum density of 90% as determined by ASTM
D1557
37 PLACING PIPE
A Each pipe shall be carefully examined before being laid and defective or
damaged pipe shall not be used Pipe lines shall be laid to the grades and
alignment indicated Proper facilities shall be provided for lowering sections of
pipe into trenches Under no circumstances shall pipe be laid in water and no
pipe shall be laid when trench conditions or weather are unsuitable for such work
Diversion of drainage or dewatering of trenches during construction shall be
provided as necessary All pipe in place shall have been checked before
backfilling When storm drain pipe terminates in a new ditch the headwall or end
section together with ditch pavement if specified shall be constructed
immediately as called for on the plans Ditch slopes and disturbed earth areas
shall be grassed and mulched as required The Contractor will be responsible for
maintaining these newly constructed ditches and take immediate action subject
to approval to keep erosion of the ditch bottom and slopes to a minimum during
the life of the contract No additional compensation will be given to the
Contractor for the required diversion of drainage and/or dewatering of trenches
Grassing the trench backfill shall conform to requirements of Section 02902 -
Grassing
B Concrete Pipe Laying shall proceed upgrade with the spigot ends of bell and
spigot pipe and the tongue ends of tongue and groove pipe pointing in the
direction of the flow Place pipe in trench with the invert conforming to required
elevations slopes and alignment Provide bell holes in pipe bedding in order to
insure uniform pipe support Fill all voids under the pipe by working in backfill
material
C Corrugated Aluminum Pipe Shall be laid with the separate sections joined firmly
together with the outside laps of circumferential joints pointing upstream and
with longitudinal laps on the side Lifting lugs where used shall be placed to
facilitate moving the pipe without damage to the exterior or interior coatings
Place pipe in trench with the invert conforming to required elevations slopes and
alignment Fill all voids under the pipe by working in backfill material
D Polyethylene Pipe - Laying shall proceed upgrade with the spigot ends of the bell
and spigot pipe pointing in the direction of the flow Place pipe in trench with the
invert conforming to required elevations slopes and alignment Provide bell
holes in pipe bedding in order to ensure uniform pipe support Fill all voids under
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02720-10
Contractor shall construct sumps and use pumps to remove all water from the
bedding surface The pipe shall be carefully bedded in stone accurately shaped
and rounded to conform to the lowest 1/3 of the outside portion of circular pipe
or to the lower curved portion of arch pipe for the entire length of the pipe Bell
holes and depressions for joints shall be only of such length depth and width as
required for properly making the particular type joint
D Concrete Pipe
Materials for bedding concrete pipe shall be either Class II Class III or
Class IB if processed to minimize migration of adjacent material
The depth of bedding shall be equal to 1/24 the outer diameter of the
pipe or 3 inches whichever is greater
The bedding area under the center of the pipe for a width of 1 /3 the outer
diameter of the pipe known as the middle bedding shall be loosely
placed The remainder of the bedding for the full width of the trench shall
be compacted to a minimum density of 85% for Class 11 bedding and 90%
for Class III bedding as determined by ASTM D1557
Polyethylene and Corrugated Aluminum Alloy Pipe
Materials for bedding polyethylene and corrugated aluminum alloy pipe
shall be either Class II Class III or Class IB if processed to minimize
migration of adjacent materials
The depth of bedding shall be equal to 1/10 the outer diameter of the
pipe or a minimum of 6 inches whichever is greater
The bedding area under the center of the pipe for a width of 1 /3 the outer
diameter of the pipe known as the middle bedding shall be loosely
placed The remainder of the bedding for the full width of the trench shall
be compacted to a minimum density of 90% for Class II bedding and 95%
for Class III bedding
36 HAUNCHING INITIAL BACKFILL AND FINAL BACKFILL
A Haunching - After the bedding has been prepared and the pipe is installed Class
II or Class III soil shall be placed along both sides of the pipe in layers not
exceeding 6 inches in compacted depth Care shall be taken to insure thorough
compaction and fill under the haunches of the pipe Each layer shall be
thoroughly compacted with mechanical tampers and rummers Hounching shall
extend up to the spring line of the pipe and be compacted to the following
densities
RCP Minimum density shall be 90% as determined by ASTM D1557
HDPE and Corrugated Aluminum Alloy Pipe Minimum density shall be 95%
as determined by ASTM D 1557
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02720-9
33 TRENCHING FOR PIPE
A Trenching for Pipe - The width of trenches at any point below the top of pipe shall
be not greater than the outside diameter of the pipe plus 4 feet to permit
satisfactory jointing and thorough bedding haunching backfilling and
compacting under and around pipes Sheeting and bracing where required shall
be placed within the trench width as specified Care shall be taken not to over -
excavate Where trench widths are exceeded redesign with a resultant increase
in cost of stronger pipe or special installation procedures shall be necessary Cost
of this re -design and increased cost of pipe or installation shall be borne by the
Contractor without additional cost to the Owner When installing pipe in a
positive projecting embankment installation the embankment shall be installed to
an elevation of at least 1 foot above the top of the pipe for a width of five pipe
diameters on each side of the pipe before installation of the pipe
Removal of Unsuitable Material - Where wet or otherwise unstable soil incapable
of supporting the pipe is encountered in the bottom of the trench such material
shall be removed to the depth required and replaced to the proper grade with
stone or sand foundation as determined by the Owner's Geotechnical
representative This foundation shall be compacted to 95% modified proctor
34 PROTECTION OF UTILITY LINES
A Existing utility lines shown on the drawings or the locations of which are made
known to the Contractor prior to excavation and are to be retained as well as
utility lines constructed during excavation operations shall be protected from
damage during excavation and backfilling and if damaged shall be repaired at
the Contractor's expense If the Contractor damages any existing utility lines not
shown on the drawings or the locations of which are not known to the Contractor
report thereof shall be made immediately If the Engineer determines repairs shall
be made by the Contractor such repairs will be ordered under the clause of the
GENERAL CONDITIONS of the contract entitled CHANGES" When utility lines to
be removed are encountered within the area of operations the Contractor shall
notify the Engineer in ample time for the necessary measures to be taken to
prevent interruption of service
35 FOUNDATION AND BEDDING
A Stone Foundation - Where the subgrade of the pipe is unsuitable material the
Contractor shall remove the unsuitable material to a depth determined by the
Engineer or Geotechnical Consultant and furnish and place stone foundation in
the trench to stabilize the subgrade
Sand Foundation - Where the character of the soil is unsuitable even though
dewatered additional excavation to a depth determined by the Engineer or
Geotechnical Consultant shall be made and replaced with clean sand furnished
by the Contractor
C Bedding for the pipe shall provide a firm surface of uniform density throughout the
entire length of pipe Before laying pipe the trench bottom shall be de -watered
by the use of well points Where well points will not remove the water the
Z \24079\24079 0001 \Documents\Speaficahons\02720 doc Revised January 2010

CA201008804152
1463 05/01/2009 1 34 PM
LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY RSS Matthews Properties, LLC
STATE OF INCORPORATION NC
SECRETARY OF STATE L L C ID NUMBER 580871
NATURE OF BUSINESS Real Estate
REGISTERED AGENT Ronnie B Matthews
SOSID 0580871
Date Filed 3/29/2010 9 58 00 AM
Elamc F Marshall
North Carolina Secretary of State
FEDERAL EMPLOYER ID NUMBAvacy Redaction
REGISTERED OFFICE MAILING ADDRESS 1046 Bragg Boulevard
Fayetteville NC 28301
REGISTERED OFFICE STREET ADDRESS 1046 Bragg Boulevard
Fayetteville NC 28301
Cumberland
SIGNATURE OF THE NEW REGISTERED AGENT
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
PRINCIPAL OFFICE TELEPHONE NUMBER 910-323-9700
PRINCIPAL OFFICE MAILING ADDRESS 1046 Bragg Boulevard
Fayetteville NC 28301
PRINCIPAL OFFICE STREET ADDRESS 1046 Bragg Boulevard
Fayetteville NC 28301
Name Ronnie B Matthews
Title Member/Manager
Name Sharon Matthews
Title Member/Manager
Name Brett Matthews
Tide Member/Manager
Address 1046 Bragg Rd
city Fayetteville
Address 1046 Bragg Rd
City Fayetteville
Address 1046 Bragg Rd
city Fayetteville
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
state NC zip 28301
state NC zip 28301
State NC zip 28301
QM-aG�qµit� X 3-W-Ap/o
r� FORM MUST BE /SIGNED BY A MANAGERIMEMBER DATE
'yl 7�O�ni� � V-1aH'tirw.1LS TYPE OR OR PRINT NAME TYPE OR PRINT TI E
ANNUAL REPORT FEE $200 MAIL TO Secretary of State 0 Corporations Division 6 Post Office Box 29525 0 Raleigh NC 27626-0525

10/17/2006 08 49 9544760158 CT CORPORATION PAGE 03/03
CERTIFICATE OF AMENDMENT
OF
CERTIFICATE OF INCORPORATION
CNLR GP CORP,
This Certificate of Amendment (the "Amendment) dated October 13 , 2006, 1s
entered into with respect to the Certificate of Incorporation of CNLR GP CORP , a corporation organized
and existing under and by virtue of the General Corporation Law of the State of Delaware (the
"Corporation") The Corporation hereby certifies as follows
RECITALS
FIRST The name of the Corporation is CNLR GP Corp The date of filing of its original
Certificate of Incorporation with the Secretary of State of the State of Delaware was April 14, 2000
SECOND That the sole Shareholder and the Board of Directors (the 'Board") of said
Corporation, by unanimous written consents filed with the minutes of the Board, adopted a resolution
proposing and declaring advisable the following amendment to the Certificate of Incorporation of said
Corporation
RESOLVED, that the Certificate of Incorporation of CNLR GP Corp be
amended by changing the Fust Article thereof so that, as amended, said Article
shall be and read as follows
FIRST The name of the corporation shall be NNN GP Corp
THIRD That the aforesaid Amendment was duly adopted in accordance with the applicable
provisions of sections 141(f) and 228 of the General Corporation Law of the State of Delaware
IN WITNESS WHEREOF, the President and Secretary of the corporation have executed this
Certificate of Amendment as of the day and year first wntten ve
))Aran E Whitehurst Pr it
Christopher P Tessitore, Secretary
State of Delawaz
Secretary of State
DZVZSron of Corporatrorns
Delivered 09 22 AM 1012012006
FILED 09 12 AM 1012012006
SRV 060963642 - 3212374 FILE
4844 9301 7217 1

C
Delaware PAGE 1
2fie First State
I, HARRIET SMITH WINDSOR, SECRETARY OF STATE OF THE STATE OF
DELAWARE, DO HEREBY CERTIFY THE ATTACHED IS A TRUE AND CORRECT
COPY OF THE CERTIFICATE OF AMENDMENT OF "CNLR GP CORP ",
CHANGING ITS NAME FROM "CNLR GP CORP " TO "NNN GP CORP ", FILED
IN THIS OFFICE ON THE TWENTIETH DAY OF OCTOBER, A D 2006, AT
9 12 O'CLOCK A M
A FILED COPY OF THIS CERTIFICATE HAS BEEN FORWARDED TO THE
NEW CASTLE COUNTY RECORDER OF DEEDS
3212374 8100
060963642
W Cwv,.+.,G A��
Harriet Smith Windsor Secretary of State
AUTHENTICATION 5131795
DATE 10-20-06

Delaware PAGE I
Trw First State
I, HARRIET SMITH WINDSOR, SECRETARY OF STATE OF THE STATE OF
DELAWARE, DO HEREBY CERTIFY THAT THE SAID "CNLR GP CORP ", FILED
A CERTIFICATE OF AMENDMENT, CHANGING ITS NAME TO "NNN GP CORP ",
THE TWENTIETH DAY OF OCTOBER, A D 2006, AT 9 12 O'CLOCK A M
3212374 8320
060964619
Harriet Smith Windsor Secretary of State
AUTHENTICATION 5132106
DATE 10-20-06

Delaware
2fie first State
PAGE 1
I, HARRIET SMITH WINDSOR, SECRETARY OF STATE OF THE STATE OF
DELAWARE, DO HEREBY CERTIFY "NNN GP CORP " IS DULY INCORPORATED
UNDER THE LAWS OF THE STATE OF DELAWARE AND IS IN GOOD STANDING
AND HAS A LEGAL CORPORATE EXISTENCE SO FAR AS THE RECORDS OF
THIS OFFICE SHOW, AS OF THE TWENTIETH DAY OF OCTOBER, A D 2006
AND I DO HEREBY FURTHER CERTIFY THAT THE FRANCHISE TAXES
HAVE BEEN PAID TO DATE
AND I DO HEREBY FURTHER CERTIFY THAT THE ANNUAL REPORTS HAVE
BEEN FILED TO DATE
AND I DO HEREBY FURTHER CERTIFY THAT THE SAID "NNN GP CORP "
WAS INCORPORATED ON THE FOURTEENTH DAY OF APRIL, A D 2000
3212374 8300
060963642
Harriet Smith Windsor Secretary of State
AUTHENTICATION 5131796
DATE 10-20-06

NORTH CAROLINA
al Department of the Secretary of State
Y, Ln
CERTIFICATE OF AUTHORIZATION
1, Elaine F Marshall, Secretary of State of the State of North Carolina, do hereby
certify the following upon the request for a Certificate of Authorization
NATIONAL RETAIL PROPERTIES, LP
Is a limited partnership regularly created, organized and existing under the laws of
the state of Delaware having been formed on the 1 lth day of January, 2005, a certificate
of authority was issued to said limited partnership on the 11 th day of August, 2006 to
transact business under the name
NATIONAL RETAIL PROPERTIES, LP
DBA
NATIONAL RETAIL PROPERTIES, LP OF NORTH CAROLINA
I FURTHER certify that the said limited partnership is in good standing insofar as
is disclosed by the records of my office
Scan to verify onhine
Certification# 95581255-1 Reference# 12043086- Page I of I
Verify this certificate online at w secretary state re us/verification
IN WITNESS WHEREOF, I have hereunto set
my hand and affixed my official seal at the City
of Raleigh, this 9th day of May, 2014
Secretary of State

r
'�k1 Ater
$FCIItiF.rA118X 02P 6.31r,10MU
_Q6 we.-7 o/ Plale, a/l%e dale aVO �ouueana� .�da /%"Zy (Wald lzal
a copy of Partnership Registration document(s) of
COMMERCIAL NET LEASE REALTY, LP
Formed under the laws of DELAWARE,
Whose principal place of business is ORLANDO, FLORIDA,
Was filed and registered in this Office on August 08, 2006
at 12 23 p m
-fl &J&Mony wlie eCIJ44 e /Pereanlo.4ed
"7%andanda 4ed6lte Veeal9617101M
to 6e mixed a aw leta� o��alon wove on
August 8, 2006
ABA 36244364L
Peorelary OIWlale
CERTIFICATE W 102 PRIMED SEAL (Rev 07M)

Aug 6 2006 12 23
JAN-04-1996 02 26 P 02/02
W Fox McKsitheh
eur•retnry of state
CHECKONE
T AND AFFIDAVIT OF REGIS-
OF FOREIGN pARTNIMHip
(R g 9 34221
Return to
erehlP
Efee
:cL
ttll abie to
State
(116 Original Fling O Amendment
Commercial Melon
P 0 Box 24125
Baton Rouge, LA 10604-9125
phone(27q 925-4704
Current Name of Partnership �""r1C1� Net Lra+e Realty, U SECRETARY OF STATE
previous Name of partnership
Organized under the laws of Delaware state Gaunix lwiwy PreMriee or Cmmnonwealtn
450 Swab Orange Avenue, Swte 900, Orlando, Florida 32801
Municipal address of principal place of business outside Louisiana
23�
Municipal address of principal place of business to Louisiana
Rau Rouge, Lowelana 70909
C T Corporation SystcO4 8550 Uroted plaza Boulevard,
Name and municipal address of agent for service of process who must reside In Louisiana
CNI.R GP Corp aDel awate cwtpotabon, 45D South DrsnBe Alcuc, Swte 900.Orlaado Florida 32801
Name end municipal address of at least aria general paMor who gives consent under R S 9 3424 Yes No
Does the partnership intend to own Immovable properly In Louisiana in the partnership name? (rQ ( )
Are any of the partners to have limited liability recognized in Louisiana? (y) Yes () No
The partnership a federal tax identification number 59-3651850
personally
me, undersigned Notary Public in and for Flom Orange County pansNCauny
sate
who after being duly sworn did depose and say
came d epDeared Jut s w artmershi that the information stated herein is true and corset
that e a gem I partner in t ove named p p
an th he a 1 o thelnformsbonlnthisatatement
p LSaar a9 aaneral /
-r Partner Dade
"°t° y t b r•' Kellaw Schalblia
Slpn rs or Gennad Paton fPres leant of OP)
1 rshlp
Pursuant to R S 9 3422 the aRldes of partnershlaene9 Bea shall
Ar.. a
However by registering the partnership, the partnershipo
to the Secretary of State within thirty (30) days of his written request
mM am, i,,,ey mnvweTrr,•' W-

FROM CORPORATION TRUST WILM TE #2 (TUE) 1 11-05 16 08 16 O(jGNO 4863796969 P 3
uwm vwuvw +ivn uvv1 niupa IL. _. RL IiuLi . II UJ I �J7/SIB IJ JU/I YUUJ17U7JJ I L
State Of Lwalowe
9ecntezy of State
Dzvluzcm of
hlsoes+ed 01 59 Hl 0111112005
Ymmo 01 58 IN 0111112003
SRV 030024095 - 3910324 rZA
CL8 MCATE OF Ll1<ffM PARTNMMP
KI
COMMBRCLIL NET LEASE REALTY, LP
The +mdanagnmL dm=g to farm alitatted pmftmkp p=wd to the Delaw=
Revised Umform Iamtted Patta=blo A9% 6 DdW= Code, Chapter 17, does hereby =* as
follows
11 pThe name of the limited Parfimr ip is Conunamal Net Leese Rmhy, LP (the " rated
2 The address ofthe regmtered office ofthe Ignited ParWar tp m Delaware is 1209
Orange Street,Wilmington, DE19901,CalmtyofNewCastle.The LnwtedPwtnens is
raVstered agent at that address is The Corporation Trust Company
3 The name and address of the enle geperat psrtne afthe Ltmued Parmeaship is
CN L]k OP Corp
450 South 0tan90 Avcmuc
Orlando, FL 32801
IN WITNESS WHMWF. the wxkdgtted, bdngthe sole general pm = of the I ranted
PAP, has exmft t this Cat flGaie of Immited Fartatamshgr of Commemist Net Leese Realty,
LP on the 11 o day of January, 2005
CNI.R OF Corp., the Ckucral Partuer
By jgaKMN B. Habtcht
Name, RevmB Habidtt
Title EaaartneVice Prcmftt

FPCM CT WILMINGTON - 302_o55_4236 GROUP 6 (MON)l0 wrtr I1(,2 0Q 9 09/ST 9 08/NO 4260103660 P 3
W
State a£ DaIaBGi 9V03
se=vtwy of State
111mim at cogmt1cm
Haiivemd IO 02 " 1010212006
F= 10 02 Aid 10/02/2006
sw 060902992 - 3910524 FIIZ
STATE OF DELAWARE
AMENDMENT TO TIIE CERTIFICATE OF
LMTED PARTNERSHIP
The undersigned, desineg to amend the Cemfiaete of Luntted P
Provtsioes of SeMoe t 1-202 of the R P Dtto the
State of Dclawaro, does hereby certify as folops ntfotm tJ��d PartnershipAct of the
FIRST The naive of the Limited Pettdrsahip ie 20--c WNO t— Reatty, LP
SECOND Ale ta j of the Cettificete of Lnnmed Paltrienhip shall be amended as
follows Mtiata dekied in fis entaoty and tephoed vAdi the filbvrhlg•
TTe male of dro limbed teia'.ersiilp a Negowl ItWil PmPeitler, I.PlNe •t.F...R.A u...�v._..
IN WIT MS WHEREDF, the undc=Vwd oaecutod this Amendment to the Certificate
Of "muted Pattaernhip on Ons 2"h day of gptember
� A D 3006
q
8
ral Partncr(s)
Nand. hdwe8 Whdebwet,Prestdeat
Print or Typc
LECII \I1q C1 ��yR allR

AGREEMENT OF LIMITED PARTNERSHIP
OF
COMMERCIAL NET LEASE REALTY, LP
THIS AGREEMENT OF LIMITED PARTNERSHIP (this "Agreement') is made and
entered into effective as of the // 14 day of January, 2005, by and among CNLR GP Corp as the
general partner of the Partnership (hereinafter referred to as the "General Partner") and CNLR
LP Corp , as the limited partner (hereinafter referred to as the "Limited Partner") The General
Partner and the Limited Partner are hereinafter sometimes collectively referred to as the
"Partners "
The parties hereto desire to Join together and form a limited partnership under and
pursuant to Title 6, Chapter 17 of the Annotated Code of Delaware, known as the Delaware
Revised Uniform Limited Partnership Act (hereinafter referred to as the "Act'), and other
relevant laws of the State of Delaware, for the purposes and upon the terms and conditions
hereinafter set forth
NOW, THEREFORE, in consideration of the foregoing, of the mutual promises set forth
herein, and of other good and valuable consideration, the receipt and sufficiency of which are
hereby acknowledged, the parties hereto, intending legally to be bound, hereby agree as follows
I Formation and Name of the Partnership The parties to this Agreement hereby form a
limited partnership (hereinafter referred to as the "Partnership") upon the terms, covenants and
conditions hereinafter set forth The name of the Partnership shall be Commercial Net Lease
Realty, LP
2 Principal Office and Registered Agent The principal office and place of business of
the Partnership shall be 450 South Orange Avenue, Suite 900, Orlando, Florida 32801-3336 or
such other place as the General Partner from time to time may determine The registered agent
of the Partnership is The Corporation Trust Company, whose business address is 1209 Orange
Street, Delaware 19801
3 Name and Address of the Partners The name, address and percentage of interest in
the Partnership ("Percentage of Partnership Interest') of each Partner is set forth in Exhibit A
attached hereto and made a part hereof
4 Certificate of Limited Partnership Concurrently with the execution hereof, the
General Partner shall execute a Certificate of Limited Partnership (the "Certificate") containing
the provisions required by the Act and such other provisions as the General Partner deems
appropriate, and shall cause the Certificate to be duly filed of record in the manner and place
provided in the Act
5 Term of the Partnership The term of the Partnership shall commence as of the date
that the Certificate is filed of record with the Delaware Secretary of State and shall continue in
existence in perpetuity, unless the Partnership is terminated sooner pursuant to any provision of
this Agreement
SCar\"d r f av(o6

6 Business of the Partnership
The purpose and nature of the Partnership is to conduct any business, enterprise or activity
permitted by or under the Act, including without limitation, as may be determined by the General
Partner, (a) to conduct any business that may be lawfully conducted by a limited partnership
organized pursuant to the Act, including without limitation, the ownership, construction,
development and operation of rental real estate properties, and in connection therewith to sell or
otherwise dispose of Partnership assets and acquire, own, construct, develop and operate rental real
estate properties with the proceeds from any such sale or disposition, (b) to enter into any
partnership, joint venture, business trust arrangement, limited liability company or other similar
arrangement to engage in any business permitted by or under the Act, and to own interests in any
entity engaged in any business permitted by or under the Act, (c) to conduct the business of the
Partnership in a manner as part of, and in conjunction with, the business activities and in furtherance
of the business purposes of Commercial Net Lease Realty, Inc , and (d) anything necessary or
incidental to the foregoing, provided, however, such business and arrangements and interests shall
be limited to and conducted in such a manner as to permit Commercial Net Lease Realty, Inc at all
times to be classified as a REIT, unless Commercial Net Lease Realty,Inc voluntarily, knowingly
and intentionally terminates its REIT status by the action of its governing body
7 Capital Contributions
(a) Each Partner shall contribute to the Partnership the amount set forth on Exhibit A
attached hereto
(b) The General Partner shall arrange for the provision of such additional funds as the
General Partner deems necessary or advisable for the Partnership business Such additional
funds may be in the form of a loan or loans to the Partnership from a General or Limited Partner
or from any other person or entity, a capital contribution from an existing or additional General
or Limited Partner, or otherwise, provided that, no General or Limited Partner shall be required
to make any additional capital contribution or loan to the Partnership
(c) A capital account (which shall be a book account) shall be established and
maintained for each Partner in a manner determined by the General Partner to be in compliance
with Treasury Regulation section 1 704-1(b)(2)(iv), as amended Loans to the Partnership by
any Partner shall not be considered contributions to the capital of the Partnership No Partner
shall be entitled to withdraw any part of its capital account or capital contributions or to receive
any distribution from the Partnership, except as provided in this Agreement
8 Admission of Additional Partners No additional General or Limited Partner may be
admitted to the Partnership without the prior written consent of all the Partners Each additional
partner shall, upon its admission as a partner, execute a signature page to this Agreement and
shall thereby be deemed to have adopted and agreed to be bound by all of the terms, provisions,
and conditions of this Agreement
9 Accounting Matters and Tax Information The General Partner shall keep or cause to
be kept full and faithful books of account reflecting all of the Partnership's activities and
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transactions Said books of account shall be maintained at the principal place of business of the
Partnership Said books of account shall be available for inspection and the making of copies
therefrom by any Limited Partner, or its representatives, at any reasonable time The Partnership
shall use the calendar year as its fiscal year, unless otherwise determined by the General Partner
The General Partner shall cause to be issued to each Partner any and all statements reasonably
necessary for such Partner to prepare its federal and state income tax returns with respect to the
income of the Partnership
10 Management
(a) Subject to the provisions of subparagraphs 10(b) and (c), the General Partner shall
have exclusive charge and control over the management and operation of the business and
property of the Partnership The General Partner shall have all powers necessary to operate and
conduct the Partnership business and to act on behalf of the Partnership in all matters relating to
the Partnership business, including, without limitation, the power to lease, renovate, mortgage or
otherwise encumber, exchange, sell or otherwise dispose of or transfer the assets of the
Partnership
(b) The General Partner may not, without the consent of all Partners, take any of the
following actions
(1) amend, modify or terminate this Agreement,
(2) admit a Person as a Partner,
(3) make a general assignment for the benefit of creditors or appoint or
acquiesce in the appointment of a custodian, receiver or trustee for all or
any part of the assets of the Partnership,
(4) institute any proceeding for Bankruptcy on behalf of the Partnership,
(5) sell, exchange, transfer or otherwise dispose of all or substantially all of
the Partnership's assets in a single transaction or a series of related
transactions (including by way of merger, consolidation or other
combination with any other Person),
(6) engage in any business unrelated to the Properties, or own any assets other
than those related to the Properties or otherwise in furtherance of the
purposes of the Partnership as set forth in paragraph 6, or
(7) dissolve the Partnership
(c) The General Partner shall not have the authority to
(1) take any action in contravention of this Agreement or which would make
it impossible to carry on the ordinary business of the Partnership,
3-

(2) possess Partnership property, or assign any rights in specific Partnership
property, for other than a Partnership purpose,
(3) do any act in contravention of applicable law, or
(4) perform any act that would subject a Limited Partner to liability as a
general partner in any jurisdiction or any other liability except as provided
herein or under the Act
(d) The General Partner shall be the Tax Matters Partner of the Partnership as
provided in section 6231 of the Code The Partnership shall reimburse the Tax Matters Partner
for any expenses incurred by the Tax Matters Partner in connection with the performance of its
duties as Tax Matters Partner The General Partner shall have the power to make such elections
under the tax laws of the United States, the several states and other relevant jurisdictions as to the
treatment of items of Partnership income, gain, loss, deduction and credit, and to all other
relevant matters, as it deems necessary or desirable
(e) To the fullest extent permitted by law, the Partnership shall indemnify the General
Partner, and save and hold the General Partner harmless from and in respect of (i) all claims,
actions, demands or threats thereof, against the Partnership or the General Partner which arise
out of, or in any way relate to, the Partnership, its properties, business or affairs, and any losses
or damages resulting therefrom, including amounts paid to settlement or compromise of any such
claim, action, demand or threat thereof, and (n) all fees, costs, and expenses, including
reasonable attorneys' fees, incurred in connection with, or resulting from, any such claim, action,
demand or threat thereof, provided, however, that this indemnification shall not extend to acts of
fraud, willful misconduct or misrepresentation with respect to the General Partner No Partner
shall have any obligation to contribute to the capital of the Partnership or otherwise provide
funds to enable the Partnership to fund its obligations under this subparagraph 10(f)
I I Reimbursement of Expenses Any Partner who incurs out-of-pocket expenses on
behalf of the Partnership in connection with the Partnership business shall be reimbursed by the
Partnership for such expenses
12 Authority and Liability of the Limited Partner
(a) The Limited Partner as such shall not take part in the conduct or control of the
Partnership's business
(b) The liability of the Limited Partner for the debts and obligations of the
Partnership shall be limited to the amount of the Limited Partner's capital contribution to the
Partnership as stated in Exhibit A
(c) The Limited Partner shall not, in its capacity as a limited partner, have the right to
(i) cause a dissolution and winding up of the Partnership by decree of court, (it) have its capital
contributions returned, or (ui) compel any sale or appraisal of the Partnership assets
13 Dissolution or Bankruptcy of a Limited Partner The dissolution or adjudication of
bankruptcy of the Limited Partner shall not cause a dissolution of the Partnership If any such
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event shall occur with respect to the Limited Partner, the legal representative, successors or
assigns of the Limited Partner shall be bound by all obligations of the Limited Partner under this
Agreement
14 Assignment of a Partner's Interest Except with the consent of the General Partner, no
Partner may sell, exchange, transfer, assign, encumber, pledge, hypothecate or otherwise dispose
of all or any portion of his or its partnership interest Any purported transfer of a partnership
interest shall be null and void
15 Election of New General Partner
(a) Upon the dissolution of the General Partner, or in the event that the General
Partner shall (i) make a general assignment for the benefit of creditors, (u) be adjudicated a
bankrupt or insolvent, or (ni) file a voluntary petition in bankruptcy, or in the event there is an
order for relief entered against the General Partner under the Federal Bankruptcy Code of 1978,
as amended (or a similar order under a successor statute), the Partnership shall dissolve unless,
within ninety (90) days after any such occurrence, the Limited Partner elects a new general
partner (or general partners) and such new general partner agrees in writing to be bound by all of
the terms, provisions, and conditions of this Agreement The written consent of the Limited
Partner, as owner of all of the remaining Partnership interests, shall be required to elect a new
general partner and the new general partner shall have, as its general Partnership interest, such
percentage interest as the Limited Partner may determine The Certificate and Exhibit A hereto
shall be duly amended to reflect such election of the new general partner
(b) Upon the occurrence of any of the events set forth in subparagraph (a) above, the
General Partner with respect to whom such event has occurred shall forthwith cease to have any
rights or powers as a general partner pursuant to this Agreement, and its general Partnership
interest (including all rights to allocation of net profits, net losses, gain, Net Cash Flow and
liquidation proceeds associated therewith) shall be transformed into a limited Partnership
interest
16 Profits and Losses
(a) The terms "net profits" and "net losses" of the Partnership shall mean the net
income or net losses of the Partnership as determined for Federal income tax reporting purposes
(b) The net profits and net losses of the Partnership for each fiscal year shall be
allocated among the Partners in proportion to their respective Percentages of Partnership Interest
(c) Notwithstanding anything to the contrary contained in this paragraph 16, the
Partnership shall comply with Treasury Regulation section 1 704-2, as amended, with respect to
the allocation of deductions and the chargeback of minimum gain on nonrecourse debts of the
Partnership
(d) Notwithstanding anything to the contrary contained in this paragraph 16, no
Partner shall be allocated a net loss which would cause or increase a deficit balance in its capital
account in excess of any obligation of such Partner to restore deficits (as defined in Treas Reg
section 1 704-1(b)(2)(u)(c), as amended) If any Partner shall receive with respect to the
-5-

Partnership an adjustment, allocation or distribution in the nature described in Treasury
Regulation section 1 704-1(b)(2)(u)(d)(4)-(6), as amended, which causes or increases a deficit in
such Partner's capital account, such Partner shall be allocated items of income and gam in an
amount and manner as will eliminate such deficit balance as quickly as possible It is intended
that this subparagraph 16(d) shall constitute a "qualified income offset" within the meaning of
Treasury Regulation section 1 704-1(b)(2)(u)(d)(3), as amended
(e) Any allocations required pursuant to subparagraph 16(d) above shall be taken into
account in allocating net profits and net losses pursuant to subparagraph 16(b) above, so that, to
the extent possible, the cumulative amount of such allocations shall be equal to the cumulative
amount that would have been allocated to each Partner if the allocations pursuant to
subparagraph 16(d) above had not occurred
(0 Notwithstanding anything to the contrary contained in this paragraph 16, any
portion of any income, gam, loss or deduction with respect to property contributed to the
Partnership by a Partner shall be allocated among the Partners in accordance with Code section
704(c) and Treasury Regulation section l 704-1(c), as amended, so as to take account of the
variation, if any, between the adjusted tax bans of such property to the Partnership and its fair
market value at the time of the contribution, provided, however, that allocations to Partners
under this subparagraph 16(f) shall not affect a Partner's capital account to the extent such
amounts have previously been reflected in such capital account
17 Distribution of Net Cash Flow
(a) The General Partner shall cause to be made to the Partners, in accordance with
subparagraph (c) below, annual distributions of the Partnership's Net Cash Flow, except such
portion of the Net Cash Flow as the General Partner may determine to be necessary to be
retained in the Partnership business, provided, however, that in the event of dissolution, all
distributions shall be made pursuant to subparagraph 18(b) below
(b) For purposes of this Agreement, "Net Cash Flow" shall be computed on an annual
bans with respect to each fiscal year of the Partnership and shall mean the excess, if any, for
such period of all gross cash receipts of the Partnership (including operating receipts, financing
proceeds, proceeds from the sale or other disposition of all or any portion of the Partnership
assets, and the amount of any reserves previously set aside pursuant to subparagraph (a) above
which are deemed by the General Partner to be available for distribution) over the sum of all
cash expenses and charges of the Partnership for such period, including required payments on
any indebtedness of the Partnership (including indebtedness to Partners), payment of expenses
incurred in connection with any financing transaction or any sale or other disposition of all or
any portion of the Partnership assets, and payment of any other business expense, including
salaries expense, incurred in operating the Partnership business
(c) All distributions of Net Cash Flow pursuant to this paragraph 19 shall be made to
the Partners in the same proportion as their respective Percentages of Partnership Interest
M

18 Dissolution and Winding Up of the Partnership
(a) The Partnership shall dissolve and be wound up upon the occurrence of any of the
following events
(i) The expiration of the term of the Partnership
(ii) The sale or other disposition of all or substantially all of the assets of the
Partnership
(in) The occurrence of any event set forth in subparagraph 15(a) above unless
the Partnership is continued as provided in subparagraph 15(a) above
(iv) All of the Partners shall elect in writing to dissolve the Partnership
(b) Upon the occurrence of any of the events described in subparagraph (a) above, the
General Partner, or such other person as may be authorized by law, shall, as soon as practicable,
wind up the affairs of the Partnership and sell and/or distribute the assets of the Partnership The
assets of the Partnership shall be used and/or distributed as follows
(i) First, to pay liabilities to creditors of the Partnership, in the order of
priority as provided by law, except liabilities to Partners on account of their capital
contributions,
(u) Second, after allocations of net profits and net losses have been made
pursuant to paragraph 16 above, to pay to the Partners the amounts of the remaining
positive balances in their capital accounts (determined as of the date of such distribution),
and
(in) Thereafter, to pay any balance remaining to the Partners in proportion to
their respective Percentages of Partnership Interest
(c) The Partnership shall terminate when all assets of the Partnership have been sold
and/or distributed and all affairs of the Partnership have been wound up
19 Notices Any notices required or permitted to be given pursuant to this Agreement
shall be deemed given when actually delivered or when received after being mailed by prepaid
certified or registered mail, sent by overnight courier or given by prepaid telegram, telex or
cablegram addressed to the recipient at his address indicated on Exhibit A attached hereto Such
addresses may be changed by a written notice given in the manner provided in this paragraph 19
20 Title to Partnership Property Legal title to Partnership property shall at all times be
held by and in the name of the Partnership
21 Binding Nature of Agreement The provisions of this Agreement shall be binding
upon the executors, administrators, legal representatives, heirs, successors and assigns of the
parties hereto
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22 General Provisions
(a) This Agreement may be executed in counterparts, each one of which shall be
deemed an original and all the counterparts together shall constitute one and the same
Agreement
(b) The headings and captions herein are inserted solely for the purpose of
convenience of reference and are not a part of and are not intended to govern, limit or aid in the
construction of any term or provision hereof
(c) If any term or provision of this Agreement or the application thereof to any person
or circumstance shall to any extent be invalid or unenforceable, the remainder hereof and the
application of such term or provision to persons or circumstances other than those to which it is
held invalid or unenforceable shall not be affected thereby
(d) This Agreement and the rights and obligations of the parties hereto shall be
governed by and construed in accordance with the laws of the State of Delaware
(e) Unless named in this Agreement, or unless admitted to the Partnership as a new or
substituted General Partner or an additional Limited Partner, as provided in this Agreement, no
person shall be considered a Partner The Partnership and General Partner need deal only with
persons so named or admitted as Partners, provided, however, that any distribution by the
Partnership to a person shown on the Partnership records as a Partner or to its legal
representatives, or to the assignee of the right to receive Partnership distributions as herein
provided, shall acquit the Partnership and the General Partner of all liability to any other person
who may be interested in such distribution by reason of any other assignment by the Partner or
by reason of its dissolution, bankruptcy, or for any other reason
(f) When the context in which words are used in this Agreement indicates that such is
the intent, words in the singular number shall include the plural and vice versa, and the
masculine shall include the feminine and the neutral, and vice versa
(g) This Agreement may be amended from time to time by an instrument in writing
signed by all of the Partners
[SIGNATURE PAGE FOLLOWS]

IN WITNESS WHEREOF, the parties hereto have executed this Agreement as of the day
and year first above written
GENERAL PARTNER
CNLR GP CORP
By L Ig gq-
Name Kevin B Habicht
Title Executive Vice President
LIMITED PARTNER
CNLR LP CORP.
By //- ✓J lb-z:
Name Kevm B Habicht
Title Executive Vice President

EXHIBIT A
Percentage of
Partnership
Name and Address Capital Contribution Interest
General Partner
CNLR GP Corp $10 00 1%
450 South Orange Avenue
Suite 900
Orlando, Florida 32801-3336
Limited Partner
CNLR LP Corp $990 00 99%
450 South Orange Avenue
Suite 900
Orlando, Florida 32801-3336
A-1

Vicinity Map
PROPOSED ACTIVITY:
Taco Bell - South Monkey Junction
CLIENT:
R & S Matthews Properties, LLC
LOCATION: New Hanover County, North Carolina
DATE: February 7. 2013 SHEET: 1 of 1
JOB NUMBER: J - 24079,0001 SCALE: 1" = 1000'
HTHOMAS & HUTTON
[n{aln0ering I Surveying I Planning I GIS I Consulting
215 South Kerr Avenue • Unit B
Wilmington, NC 28403 • 910.332.3360
wwwv Ihomosandhutton.com
Savannah. GA 1 B r,;MC, GA I Chan0510n. SC i Myrfle BeCW, SC