SW8090620_HISTORICAL FILE_20090727 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 090�o20
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
ID HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2o0a 012"1
YYYYIVIMDD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins Dee Freeman
Governor Director Secretary
July 27, 2009
Howard C. Jones, III, President
Annie L. Jones Company, Inc.
270 Steep Point Road
Beaufort, NC 28516
Subject: State Stormwater Management Permit No. SW8 090620
Jones Company Pond
High Density Subdivision Wet Pond Project
Carteret County
Dear Mr. Jones:
The Wilmington Regional Office received a complete State Stormwater Management
Permit Application for Jones Company Pond on July 24, 2009. Staff review of the plans
and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC
2H.1000. We are forwarding Permit No. SW8 090620, dated July 27, 2009, for the
construction of the subject project.
This permit shall be effective from the date of issuance until July 27, 2019, and shall be
subject to the conditions and limitations as specified therein. Please pay special
attention to the Operation and Maintenance requirements in this permit. Failure to
establish an adequate system for operation and maintenance of the stormwater
management system 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 upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written
petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-
7447. 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 Linda Lewis or me at [phone].
Sin erely,
'Georgett Scott
Stormwater Supervisor
Division of Water Quality
GDS/arl: S:\WQS\STORMWATER\PERMIT\090620.ju109
cc: Brian Burchett, P.E., Coastal Site Design
Town of Beaufort Building Inspections
Division of Coastal Management -Morehead Office
Wilmington Regional Office File
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623.6748 NorthCarolina
Internet: v .ncvvaterquality.org
An Equal Oppodunilyl AKrmalive Action Employer Naturally

State Stormwater Management Systems
Permit No. SW8 090620
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STOR.MWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION 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
Howard C. Jones, III and Annie L. Jones Company, Inc.
Jones Company Pond
US Highway 70 at Carteret Drive, Beaufort, Carteret County
FOR THE
construction, operation and maintenance of one (1) wet detention pond in compliance
with the provisions of Session Law 2008-211 and 15A NCAC 2H .1000 (hereafter
separately and collectively 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 July 27, 2019 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 3 of this permit. The subdivision is
permitted for 2 lots, each limited to a maximum amount of built -upon area as
indicated in Section 11.13 (f) of this permit.
3. The runoff from all built -upon area on each lot and within the permitted drainage
area of this project must be directed into the permitted stormwater control
system. The wet pond hats been designed to treat the runoff from 111,900 square
feet of Built -Upon Area.
4. The pond discharges to SA waters, therefore, it must be operated with a
secondary BMP. A 50 foot vegetated filter strip system has been selected as the
secondary BMP and is designed to promote "effective infiltration" of the
discharge from the wet pond.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 090620
5. Each lot within the subdivision, whose ownership is not retained by the permittee,
must submit a separate Offsite Stormwater Management Permit application
package to the Division of Water Quality and receive a permit prior to any
construction on the lot.
6. A 50' wide vegetated buffer must be provided adjacent surface waters, measured
horizontally from the normal pool of impounded structures,
the banks of rivers
and streams, and the mean high water line of tidal waters.
7. The following design elements have been permitted
for this wet detention pond
stormwater facility, and must be provided in the system at all times.
a. Drainage Area, acres:
3.65
Onsite, ftZ:
158,886
Offsite, ftZ:
0
b. Total Impervious Surfaces, ftZ:
111,900
Lot A (McDonald's), ftZ:
38,878
Lot B, ftZ:
73,022
Offsite, ftZ:
0
c. Design Storm, inches:
3.66
d. Average Pond Design Depth, feet:
3.5
e. TSS removal efficiency:
90%
f. Permanent Pool Elevation, FMSL:
7.0
g. Permanent Pool Surface Area ftZ:
15,959
h. Permitted Temporary Storage Volume, ft3:
33,967 .
i. Temporary Storage Elevation, FMSL:
8.70
j. Predevelopment 1 yr-24 hr discharge rate, cfs:
0.32
k. Controlling Orifice:
3.0"0 pipe
I. Post development Orifice flowrate, cfs :
0.17
m. Permanent Pool Volume, ft3:
53,002
n. Forebay Volume, ft3:
11,645
o. Maximum Fountain Horsepower:
1/6
p. Receiving Stream / River Basin:
Turner Creek / WOK04
q. Stream Index Number:
21-35-1-11-1
r. Classification of Water Body:
"SA HQW"
II. SCHEDULE OF COMPLIANCE
No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot does not exceed the maximum allowed by this permit. Once the lot
transfer is complete, the built -upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built -upon
area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is set up by the permittee to
review plans for compliance with the BUA limit, the plans reviewed must include
all proposed built -upon area. Any approvals given by the Board do not relieve the
homeowner of the responsibility to maintain compliance with the permitted BUA
limit.
4. 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.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 090620
5. 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.
6. 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 the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further development, subdivision, acquisition, 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.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The permittee shall submit for approval, final site layout and grading plans for
any permitted future development areas shown on the approved plans, prior to
construction.
8. 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.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. .
10. 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.
11. 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.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 090620
13. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 090620, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is Lot A (McDonald's) @38,878
square feet and Lot B at 73,022 square feet square feet. This allotted
amount includes any built -upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited
to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the
water surface of swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
i. Each lot within the subdivision whose ownership is not retained by the
permittee, must submit a separate Offsite Stormwater Management Permit
application package to the Division.of Water Quality and receive a permit
prior to any construction on the lot.
k. A 50' wide vegetated buffer must be provided adjacent any impounded
structures, streams, rivers and tidal waters on each lot. No built -upon area
is allowed within this buffer.
14. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
15. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function 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 re -vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 090620
16. Records of maintenance activities must be kept by the permittee. The records will
indicate the date, activity, name of person performing the work and what actions
were taken.
17. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in this
pond is1/6.
18. If permeable pavement credit is desired, the permittee must submit a request to
modify the permit to incorporate such language as required by the Division of
Water Quality. The submittal must include a soils report identifying the type of
soil, the Seasonal High Water Table elevation and the infiltration rate.
19. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this (permit, the approved plans and specifications, and
other supporting data.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as
listed on page 2 of the form. The approval of this request will be considered on its
merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves a request to transfer the permit.
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.
4. 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.
5. In the event that the facilities fail 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.
6. The permittee grants DENIR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility. .
7. The permit issued shall continue in force and effect until 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 re -issuance or
termination does not stay any permit condition.
Page 6 of 9

State Stormwater Management Systems'
Permit No. SW8 090620
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
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 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. 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 24th day of July 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 090620
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 090620
Jones Company Pond Page 1 of 2
Stormwater Permit No. SW8 090620
Carteret Countv
Designer's Certification
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems '
Permit No. SW8 090620
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/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. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DWQ Regional Office
Town of Beaufort Building Inspections
Page 9 of 9

. , ,, DWQ USE ONLY,
Date
Fee Paid _
PermitNumber
!Received
C
Mcd,
State of North Carolina
Department of Environment and Natural Resourc PE+ CFVED
Division of Water Quality ,Il II. 0 R 2009
STORMWATER MANAGEMENT PERMIT APPLICATI ORM
This form may be photocopied for use as an original'
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Annie L. Ions Company, Inc.
2. Print Owner/Signing Officials name/and title (person legally responsible for facility and compliance):
Howard Cole Tones III i YI QSICQi� 1lu-7-A- DR
3. Mailing Address for person listed in item 2 above:
City: Beaufort State: NC Zip: 28516
Phone: ( 252 ) 728-4883 Fax:
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Tones Company Retention Pond
5. Location of Project (street address):
Highway 70 & Carteret Drive
City: Beaufort _ County: Carteret Zip: 28516
6. Directions to project (from nearest major intersection):
Project is located on the south side of US Highway 70, approximately 0.2 miles northwest of the intersection
of US Highway 70 & NC Highway 101.
7. Latitude: 34° 43' 32" N Longitude: 76' 38' 38" W of project
8. Contact person who can answer questions about the project:
Name: Brian Burchett, PE Telephone Number: ( 919 ) 848-6121
Email: [e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one):
❑Renewal []Modification
Fonn SWU-101 Version 09.25.08 Page 1 of 4

2. If this application is being submitted as the result of a
existing permit number
n n t? 0 2000
or modification to an
apd its issue date (if I
permit, list the
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control 0404/401 Permit ❑NPDES Industrial Stormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater management for the entirety of the property will be treated with a water quality pond and level
spreader/vegetated filter located along the southern boundary of the site. A detailed narrative is provided in the
stormwater management calculations.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 3.65 acres 4. Total Coastal Wetlands Area: 0.00 acres
5. Total Property Area (3) — Total Coastal Wetlands Area (4) = Total Project Area**: 3.65 acres
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA): 70.43
7. How many drainage areas does the project have? 1
8. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For high density projects, complete the table with one drainage area for each engineered stormwater device.
Basin Information .
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Turner Creek
Stream Class & Index No.
SA; HQW 21-35-1-I1-1
Total Drainage Area (so
158,886
On -site Drainage Area (so
158,886
Off -site Drainage Area (so
0
Existing Impervious* Area (so
0
Proposed Impervious*Area (so
111,900
% Impervious* Area (total)
70.43
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (so
On -site Streets (so
On -site Parking (so
On -site Sidewalks (so
Other on -site (so
111,900
Off -site (s0
Total (so:
111,900
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated to exclude Coastal Wetlands from use when calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area (BUA).
Form SWU-101 Version 09.25.08 Page 2 of 4
\I

Kk'�11 ",1 V J��
IUN 1 5 2009
9. How was the off -site impervious area listedabove derived? Nc
Projects in Union County: Contact the DWQ Central Office stgyto check to see ifyou project is located
within a Threatened & Endangered Species watershed that may be subject to more stringent stormwater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Forms can be downloaded from http://h2o.enr.state,nc.us/su/bmp forms.htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, 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 DWO, and that they will be recorded prior to
the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from ham://112o.enr.state.ncus/su/bmp forms.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Form SW401-Cistern
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
Form SWU-101 Version 09.25.08
Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
JUN 1 1009
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listedtelow. The complete application package should be
submitted to the appropriate DWQ Office. (Apprdpriati�office may be found by locating project on the
interactive online map at htto://lh2o.enrstate.ne.us/su/msi mans.hun)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if J }
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP �)
• Permit application processing fee of $505 (Express: $4,000 for I -ID, $2,000 for LD)
payable to NCDENR �IQIj
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex, designing engineer or firm)
Designated agent (individual or firm): Commercial Site Design
Mailing Address: 8312 Creedmoor Road
City: Raleigh State: NC Zip: 27613
Phone: ( 919 ) 848-6121
Email: aid rid [e-mail]
VIII. APPLICANT'S CERTIFICATION
Fax: ( 919 ) 848-3741
I, (print or hype name of person listed in General Information, item 2) �6 v"figs7 co V` ,So
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 15A
NCAC 21-1 .1000.
Signatu
Date: S- 2`l-0ci
Form S WU-101 Version 09.25.08 Page 4 of 4

TRANSMISSION VERIFICATION REPORT
TIME : 07/26/2009 12:09
NAME : NCDENR
FAX : [phone]
TEL : [phone]
DATE,TIME
07/28 12:06
FAX NO./NAME
919198483741
DURATION
00:63:09
PAGE(S)
10
RESULT
OK
MODE
STANDARD
ECM
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
i3everly Eaves Perdue, Governor
FAX COVER SHEET
Date: "I ; ' -Si�
Co.
Fax:
Re: ' i e,"z i3
Hard copy to follow
Dee.Freeman, Secretary
No. Pages (excl. cover):
Express Permitting
From: Sa[Idra Gxum
Phone: L91.0) 796-7265
Fax: fQL350-2004
127 Cardinal Drive Extension, Wilmington, NC 28405 0 (910) 79&7215 • An Equal Opportunity AFFirmativa Action Employer

COMMERCIAL
SITE DESIGN
RE%CE 1V-1FE D
LII II 2 4 1009
�6.ur�U lXnZO
TRANSMITTAL COVER SHEET
8312CreedmoorRoad RaIeigh,NC27613
919.848.6121 Phone [phone] fax
www.csitedesi9IT.coIn
CC:
Linda Lewis
NCDI NR (Wilmington Office) Express Review
SW9 090620
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
SENDER:
PROJECT NAME:
James D. I-Icizcr
McDonald's — Beaufort, NC (32-1420)
Express SW9 090620
DAI E:
PROJECT NUMBER:
07/23/09
MCD-0817
BOVERNIGHI ❑ REGULAR MAIL
❑ HAND DELIVER ❑ HOLD FOR PICr.UP
COPIES
DATE
DESCRIPTION
2 sets
Revised Civil Plans
NO] I.S/COMMENTS:
Linda,
Please call or email me if you have any questions.
"I'hanks, Jimmy

COMMERCIAL
SITE DESIGN
July 23, 2009
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
i 090620 Jones Pond
CSD ' / i
Dear Mrs. Lewis,
8312(teedmoorRoad Raleigh,N(27613
919.848.6121 Phone 919.848,3741 Fax
www.csitedesign.com
This letter is to provide the additional supporting calculations for the vegetated filter
buffer that will be utilized at the above referenced project site. This additional
information is to show the soil in the vegetated filter meets the minimum required
effective infiltration. The vegetated filter will use sand at a depth of two (2) feet with two
(2) inches of topsoil. The topsoil is provided to allow vegetation to be provided.
Effective Infiltration:
2" orifice discharges 0.08 cfs
Area of vegetated filter = 6000 sf
Drawdown of Ill hours (p,tg days
Storage area = 0.08 c%s = 288 cf/hr, 288 cf/hr = 6000 sf = 0.048 ft/hr x 111 hr = 5.32 ft (63.9 in)
i
The minimum effective infiltration was calculated as follows:
Eff. Infiltration = storage area / drawdown = 63.9 in/l Hhr = 0.56 in/hr
Per NC BMP Handbook, Permeability coefficient for sand = 3.5 ft/day (1.75 in/hr)
Sand is an acceptable replacement soil since it achieves that minimum effective
infiltration 0.57 in/hr.
Sincerely ••.•`"� C r
COMMERIC SITE DESIGN, '; �O po ESS�
Brian Burchettci�� '; 2 591
g g I v b "K�
Director of Enineerin Services �;�

Lewis,Linda
From:
Lewis, Li nda
Sent:
Wednesday, July 22, 2009 10:09 AM
To:
Brian Burchett
Cc:
Scott, Georgette; Russell, Janet
Subject:
SW8 090620 Jones Pond
Brian:
One more item to deal with on this project
The secondary BMP is the level spreader and vegetated filter. The rules require demonstration of "effective
infiltration of the discharge from the pond" in the vegetated filter area.
Can you provide calculations for the vegetated filter that demonstrate this requirement has been met? You do
NOT have to provide a 2' separation to the SHWT for a secondary BMP. I envision this as a calculation based
on the fact that the 2" orifice delivers .08 cfs to the filter over the course of 111 hours (drawdown time) and
there is 6,000 square feet of filter area available. I backtracked into the calculation to determine the minimum
infiltration rate that would be needed to handle this flow and came up with 0.56 inches per hour.
The level spreader and vegetated filter supplement is not yet set up to deal with these items as being a
secondary BMP. Some of the information I need to approve this as a secondary BMP is not on the supplement
and will need to be covered by the calculations.
The soils are not the best for infiltration, but perhaps you could specify excavation of the unsuitable clayey soils
in the proposed location of the filter, and backfill with a soil capable of providing an infiltration rate of at least
0.56 inches per hour or better.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

^f 8312CreedmoorRoad Raleigh,NC27613
COMMERCIAL 919.848.6121 Phone [phone] Fax
SITE DESIGN www.csitedesi9n.com
TRANS O T4AL COVER SHEET
�C:
Linda Lewis
NCDENR (Wilmington Office) Express Review
SW9 090620
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
SENDER:
PROJECT NAME:
James D. Heizer
McDonald's — Beaufort, NC (32-1426)
Express SW9 090620
DAVE::
PROJECT Pa6D.XE ER:
07/17/09
MCD-0817
aRMRRR0aNy ❑ REGULAR MML ❑ HMO DEUVFER ❑ HOLD FOR MCK-UP
COPM8
DAVE
DESCREPTVON
2 sets
Revised Civil Plans
2
Revised Stormwater Calculations
I
Updated Wet Detention Basin Supplement and Checklist (Form SW401-Rev.6-
2/20/09)
1
Level Spreader Application Supplement and Checklist (Form SW401 — Rev.5)
1
Response to Comments
1
$500.00 Check for re-re-,riew
lOY@S/GOSd. ENTS:
Linda,
Please see attached re -submittal for the site in Beaufort. Note that the Deed Restrictions
Certification will be fonvarded to you on July 201h under a separate shipment.
Call or email me if you have any questions.
Thanks, Jimmy
11It � 0 2009

COMMERCIAL
SITE DESIGN
P312GeadrnoorRoad Raleigh,1K2761�
919.E48.612i Phone [phone]A! far
v; rr e:c s i 1 e d, s i _g n. c a m
Stormwater Management Calculations
C]ExvED
.nii_ z, o �oa9
BY: �U�_ g )
McDonald's/Jones Pond
US Highway 70 & Carteret Drive
Beaufort, North Carolina
CSD Project No.: MCD-0817
May 15, 2009
Revised: June 19, 2009
Revised: July 17, 2009

TABLE OF CONTENTS
SECTION I - EROSION AND SEDIMENT CONTROL
1.1 PROJECT DESCRIPTION........................................................................
1.2 EXISTING SITE CONDITIONS...............................................................
1.3 ADJACENT AREAS.................................................................................
1.4 CRITICAL EROSION AREAS.................................................................
1.5 EROSION AND SEDIMENT CONTROL MEASURES ..........................
i / vrnFTATIVF CTARII 17ATION
1.7 TEMPORARY STABILIZATION...........................................................
1.8 MAINTENANCE......................................................................................
1.9 CONSTRUCTION SEQUENCE..............................................................
SECTION 11- STORMWATER MANAGEMENT
2.1 STORMWATER NARRATIVE...............................................................
2.2 CALCULATION METHODOLOGY.......................................................
SECTION III - APPENDICES
APPENDIX A - SUMMARY OF RESULTS .....................................................
APPENDIX B - MISCELLANEOUS SITE DATA ............................................
APPENDIX C - PRE DEVELOPMENT HYDROLOGIC CALCULATIONS..
APPENDIX D - POST DEVELOPMENT HYDROLOGIC CALCULATIONS
APPENDIX E -WATER QUALITY PONE) CALCULATIONS .......................
APPENDIX F - PONDPACK OUTPUT.............................................................
................2
................2
................2
................2
................2
................3
................3
................3
................3
.......................................5
....................................... 5
12

SECTION I - EROSION AND SEDIMENT CONTROL
1.1 PROJECT DESCRIPTION
This report addresses expected erosion and sediment control and stormwater management
for the proposed development of a McDonald's restaurant in Beaufort, North Carolina. The
property is located approximately 900 feet east of the intersection of US Highway 70 and
NC Highway 101. The site total acreage is 3.65 acres; of this area, the McDonald's restaurant
development will be limited to a lease area of 1.44 acres. The proposed site construction will
consist of a single -story 4,490 square Foot building with curb islands, associated parking, and
above ground stormwater management. Note that the proposed stormwater BMP will be
designed for full build out of the entire 3.65 acres.
1.2 EXISTING SITE CONDITIONS
The existing site is a vacant open grassed lot. The lot is extremely flat and poorly drains to
the perimeter sw'ales.
1.3 ADJACENT AREAS
The site is bounded and accessible by US Highway 70 to the north and Carteret Drive to the
west. Short Street and Jones Avenue are adjacent to the west and south, respectively. Two
relatively small developments (residential and commercial) exist along Jones Avenue to the
south of the property.
1.4 CRITICAL EROSION AREAS
The most critical erosion area will be the surface of the working area during construction
operations. If grass is not established on dormant denuded areas then there is a significant
potential for the covered areas to be eroded and for sediment to be carried in the runoff. To
m nimize the potential for erosion, covered areas that are temporarily inactive will be seeded
within 14 working days after placement of the soil cover.
1.5 EROSION AND SEDIMENT CONTROL MEASURES
All vegetative practices and erosion and sediment control features shall be designed,
constructed and maintained in accordance with the North Carolina Erosion and Sediment
Control Planning Standards and Specifications. The features are designed to control runoff
resulting from the 10-year frequency storm. Plan -view drawings with details are provided.
1.5.1 STABILIZED CONSTRUCTION ENTRANCE/EXIT
(REFERENCE NCESCPDM STD & SPEC 6.06)
Stabilized construction entrances should be used at all points- where traffic will be leaving a
construction site and moving directly onto a public road. Wash down facilities may be
required as directed by your local approving agency. Construction entrances should be used
2
McDonald's — Beaufort, NC
MCD-0817
6/22/2009
5

in conjunction with the stabilization of construction roads to reduce the amount of mud
picked up by vehicles.
1.5.2 SILT FENCE
(REFERENCE NCESCPDM STD & SPEC 6.62)
Sediment fences will be provided downgradient of the proposed site grading at the locations
shown on the drawings. The sediment fences will direct flow to either a sediment deposition
area behind the fence or to a sediment trap. Silt fences are not to be used across channels or
in areas of concentrated Flows.
1.5.3 BLOCK AND GRAVEL INLETPROTECTION
(REFERENCE NCESCPDM STD & SPEC 6.52)
Block and gravel inlet protection will be utilized on this site. The inlet protections are
utilized to help prevent sediment from entering the storm drains before stabilizing the
contributing watershed. This practice allows early use of the storm drain system.
1.6 VEGETATIVE STABILIZATION
Vegetative cover shall be re-established within 15 working days or 30 calendar days after
completion of the activity, whichever period is shorter. Refer to plans for temporary and
permanent seeding schedule and specifications.
1.7 TEMPORARY STABILIZATION
Disturbed areas will be vegetated in accordance with section 3.0 of the North Carolina
Erosion and Sedimentation Control Design Manual and the seeding specifications.
,Temporary control features will remain in place and will be maintained until the up -gradient
disturbed area has been stabilized with vegetative cover.
1.8 MAINTENANCE
All erosion and sediment control measures will be checked for stability and operation
following every runoff -producing rainfall but in no case less than once every week. Any
needed repairs will be made immediately to maintain all measures as designed.
Sediment fences shall be inspected at least once a week and after each rainfall event. Repairs
shall be made immediately. Sediment deposits shall be removed as needed to provide
adequate storage volume for the next rainfall event, and to reduce pressure on the fence.
Fencing materials and sediment deposits shall be removed, and the area brought to grade
following stabilization of upgradient disturbed areas.
1.9 CONSTRUCTION SEQUENCE
1. Schedule a pre -construction conference with the environmental engineer.
Obtain a land -disturbing permit-
3
McDonald's — Beaufort, NC
MCD-0817
6/22/2009
3

2. Install gravel construction entrance, silt fence, and other measures as shown
on the approved plan. Clear only as necessary to install these devices. Seed
temporary diversion ditches immediately after construction. See seeding
schedule on approved plans.
3. Call for onsite inspection by conservation inspector and obtain certificate of
compliance.
4. Begin clearing/grubbing and general excavation onsite. It is the responsibility
of the contractor to phase/stage erosion control as necessary to allow for
proper construction activity.
Note: Contractor shall inspect and repair all erosion devices at least once a
week and after every rainfall of V2 inches or greater. Grading activity shall be
prohibited in the areas of the sediment control devices until the areas
upstream of these devices have been stabilized and approved.
5. lkgin installing upstream storm drainage system. Install approved inlet
protection. 'Terminate storm drainage system at erosion control devices until
such devices have been approved for removal by the conservation inspector.
Additional measures may be required by the inspector due to the rouging of
the storm drainage and actual field conditions
6. Stabilize site as areas are brought up to finish grade with vegetation, paving,
ditch linings, etc. Seed and mulch denuded areas within 15 days of
completion of any phase of construction; all areas shall be stabilized within
21 days.
7. When construction is complete and all areas are stabilized completely, call for
inspection by environmental inspector.
8. If site is approved, remove silt fencing, inlet protection, etc. Seed or pave any
resulting bare areas. All remaining permanent erosion control devices, such
as outlet protection, should now be installed or brought online.
9. When vegetation has become established, call for a final site inspection by
the environmental engineer. Obtain a certificate of completion.
J
McDonald's — Beaufort, NC
MCD-0817
6/22/2009
I

SECTION 11 - STORMWATER MANAGEMENT
2.1 STORMWATER NARRATIVE
Per regulations set forth in the North Carohna 13MP Manual for sites draining to SA waters,
storage shall be infiltration systems designed to control runoff from all surfaces generated by
the 1.5" rainfall or the difference between the pre- and post -development volume (1-year 24-
hour storm), whichever is greater. In areas that infiltration is not suitable, discharge from a
stormwater BMP shall be treated by a secondary BMP. Additionally, stormwater
management facilities shall be designed to detain the 1-year 24-hour storm event to the pre -
development rate.
An evaluation of the infiltration rates and seasonal high water table was performed by F_CS
Caiolinas, LLP. It was determined that infiltration was unfeasible due to the saturated
conditions of the soils. Please refer to this report in Appendix B for additional information.
Therefore, in order to satisfy the above stormwater requirements, a water quality pond is
proposed that outlets to a level spreader and into a minimum 50 feet vegetated filter. The
water quality pond is proposed to drain the difference between the pre- and post -
development volumes over aperiod greater than 24 hours. This is achieved by it 3" orifice
located on the proposed 5' x 5' riser structure. The level spreader and vegetated filter
downstream has been sized for the necessary 13 feet/cfs.
The proposed water quality pond provides detention for all storms up to the 100-year storm
event. Therefore, no adverse impacts shall be expected upstream or downstream of the
proposed development.
The following report provides detailed stormwater management calculations for the site and
final design calculations for the proposed stormwater wet detention basin.
2.2 CALCULATION METHODOLOGY
• Rainfall data was taken from NOAA Atlas 14. This rainfall depth was then input into
the meteorological model within PondPack for peak flow rate calculations. Pleasc
reference the miscellaneous site data section within this report for additional
information.
• Soils data for the site was taken from the NRCS web soil survey website
(http://websoilsurve),.nres.usda.gov/). Please reference the miscellaneous site data
section within this report for additional information.
• The on- and off -site topography used in the analysis is from it field survey by
Commercial Site Design.
• The pre -development time of concentration was assumed to be 30 minutes. No
definitive flow patterns could be determined due to the relative flatness of the site.
The post -development time of concentration were assumed to be 5 minutes.
McDonald's — Beaufort, NC
MCD-0817
6/22/2009
�. s

PondPack Version 10.0 is used to generate pre- and post -development peak flow
rates and model the proposed stormwater management facilities. Output from
PondPack is included within this report.
0
McDonald's — Beaufort, NC
MCD-0817
6/22/2009

APPENDIX A - SUMMARY OF RESULTS
McDonald's — Beaufoil, NC
MCD-08 ] 7
6/22/2009
I

McDONALD'S - BEAUFORT, NC SUMMARY OF RESULTS J. ALDRIDGE, PE
MCD-0817 7/17/2009
RELEASE RATE MANAGEMENT RESULTS
Return Period
Pre DevelopmentP
I (cfs)
Post Develo ment Increase
(cts) 1%)
1-Year
3.99
0.13 -97%
10-Year
10.S9
8.86 -16%
100-Year
20.30
78.17 -10%
WATER QUALITY POND SUMMARY

APPENDIX B - MISCELLANEOUS SITE DATA
McDonald's — Beaufort, NC
MCD-0817
6/22/2009

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Date: 5/4/2009
Scale: 1 inch equals 1000 feet

pitation Frequency Data Server
http://hdsc.nws. noaa.gov/cgi-bi n/hdsc/bui Idout. pert?type=pf&units=u...
POINT PRECIPITATION A ,,.
FREQUENCY ESTIMATES ; r
FROM NOAA ATLAS 14
MOREHEAD CITY 2 WNW, NORTH CAROLINA (31-5830) 34.7333 N 76.7333 W 3 feet
fnrv'T recip atim-Frequency Atlas of the United States" NOAA Atlas 14, Volune 2, Version 3
G.M. nonnvt, D. Martin. If. Lit.'1'. f arrytnk. M.Yekta, and D. Riley
NOAA, Natural Weather Service. Silver Spring Maryland 2004
[xtractcd: Fri May 8 2009
Confidence Limits Seasonatty i Location Maps Other Info. GIS data Maps i Does ! ReL3m to State Mal
Maps
Frequency Estimates (inches)
ARI*
i
���
10
I5
nun
j 30
min
60
rmn
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120
man
3 hr
! I 10 20 30 45 60
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j �: I_
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I(y )
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048
.
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077
0.96
-
1.31
2
17 3.66.22 4.795.3 629 8.47 4 j296 ,15..76
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1
2
32.46 15.11
3 86
57.9 861 4581 666 2..�06
�5
0.66
1.06
1.34
1.90
2.44
3.15
3.42
I4.13 4.95 F5 7 6.57 7.39 8.36 9.34 11�27 14.90 18.34 i21.99
10
10 4747
LI8
I1.49
2.16
2.81
3.71
4.06
4,92 592 16.87 �7.82 8.69 �9.77 10.83 III 04 6 16.92 20_81 2470
1
2
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j 50
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5.77
7.03 8.56 9.89 11.33I12.20 13.4914.73 I18.6712 91 2 27.11 31.33
100
0.98
1.56
1.97
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4.16
I5.84
6.62
[8 10 I9.92 11 3 13.16 13_94 15.31 16.62 20.85 �24.19 �30.05 34.31
200
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2.43
3.93
5.74
8.54
10.08
12.48 15.66 17.83 20.93 I21.24 I22.42 23.93 �29.01 i32 22 40.83 144
These precipitation frequencyeetimales are based on a partal duration series. ARI is the Average Recurrence Interval.
Please refer b NOAA Alas 14 Document for more Information. NOTE: FormaNng fumes estimates near aam to appear as rem.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 15 30
fI 60 120 3 6 12 24 48 4 7-i 10 20 30 45 60
I ( day I day day day day (Say day
(years) min min min min
min min hr hr hr hr hr 1
0.52 0.83 1.03 1.42
1.77 2.21 2.42 3.00 3.61 F3.99 14.6622 157 5.98 6.78 9.07 11.12 13.84 675
0.61 0.98 j 21 3 1.70
2.13 2.71 I2.95 3.64 4.39 14.80 5.59 I6.28 7.21 I8.12 10.81 13.22 16 27 19.76
5 0.71 I.I4 1.44 2.05
2.63 3.42 3.76 4.65 5.63 I6.28 7.20 8.00 9.06 I0.07 I13.15 15.91 19.58 23.37
10 0.80 1.27 1.61 I2.33
3.04 4.02 4.45 5.53 6.74 7.47 8.55 9.43 110 60 1 1�69 15.08 18.09 22.25 26.22
25 0.90 1.43 1.81 2.68
3.57 4.85 5.43 6.77 8.30 9.23 10.59 11.48 12.81 13_99 17.79 21.06 25.99 30.23
50 0.98 1.56 1.97 I2.97
4.02 5.57 6.30 7.86 9.67 'j10.74 12.38 jl 24 14.66 I15.93 j20.07 23.44 29.06 33.39
100 1.06 1.68 2.12 3.25
4.48 6.32 7.22 9.04 11.18 I12.40 14.39 15.16 16.66 17.98 22.49 25.93 32.27 36.64
200 1.14 IL80 2.27 3.54
4.97 7.13 8.24 10.34I12.87 14.27 16.69 17.25 I8.80 20.20I25.01 28.57 35_74 40
500 1.24 1.97 2.48 3.94
5.65 8.31 9.7, 12.27 15.4011709 20.19 20.40 21.98 23.45 28.65 32.14 40.63 1144.63
1000 1.33 2.10 2.63 4.26
6.23 9.28 I L(17 13.96 17.64 19.56 23.30 23.41 I24.70 26.27 31.75 35.02 ,44.63 48.32
The upper bound of the confidence interval at 90%confidence level is tie value which 5%of the simulated quantile values for a given frequency are greater than.
"These precipitation frequencytimmaies are based on a partial duration series. ARI is the Average Recurrence Intend.
Please refer u t40AAAras 14 Document for more infrmtation. NOTE: Formatting prevents estimates near zem to appear as am.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 IS 30 60 120 S 6 12 24 48 j 4 7 10 20 30 45 60
(years) min min min min min min hr If hr hr hr day day day day day I day day
4 5/8/2009 1 1 :40 AM

POINT PRECIPITATION % p
FREQUENCY ESTIMATES F
FROM NOAA ATLAS 14 y�r f' v
MORE[ EAD CITY 2 WNW, NORTH CAROLINA (31-5830) 34.7333 N 76.7333 W 3 feet
front 'Trecgmafem-Frequency Atlas or the United Sates' NOAA Atlas 14, Vohrme 2, Versim 3
C.M.AA,NaD.al Weahe L eri Pambok,ring. Maraud. 204
NOAA, Natixul Weather Scrvce. Sgver Spring Maryh�rd, 2001
Exaacted: Thu Jun 18 2009
Confidence Limits
Location Maps j Other Info. i GIS data
Precipitation Intensity
Does Return to State Mal
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ARI* 10 IS 30 60 120
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1
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0.74
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9
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0.03
10.03
10.02
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0.89
0.54 0.32
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�0.03
i0.02
�0.02 '10.01
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1.57
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10.04
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11.77 9.35
7.88
6.04 4.I6
2.92
2.20
1.35 0.82
�0.48
i0.27
i0.15
i0.09
10.07
0.04
10.03 ;0.03
0.02
200
12.66 10.03
8.44
I6.57 4.61
I3.30
2.51
1.55 �0.95
�0.55
I0.32
10.16
I10.10
0.08
,0.05
j0.04 10.03
0.03
900
13.80 10.91
9.16
7.29 5.23
3.83
297
1.84 1.14
0.65
'i0.38
j0.19
O.I3
'i0.00
0.05
10.04 ;0.03
0.03
1000
14.75 11.6I
9.72
7.87 I5.74
�427�6
2.08 j1.20
0.74
0.44
0.22
'023
0.10
O.OG
10.00 10.04
0.03
These precipitation hequency estimates are based on a partal duration series. ARI is Ne Aerage Recurrence Inlenel.
Please refer to NOAAAazs 14 Document for more information. NOT E: Formatting farces narrates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI**
5 10 15 30
60 120 3 6 12
F 24 4R 4
7
10
day
20
day
30 145
day daY
60
�Y
(years)
1
min min min min
6.22 4.96 4.14 2.84
min min hr hr It
�1.77 I.II �.81 �0.50 �0.30
hr hr day
0.17 0.10 �0.05
day
10.04
0.03
�0.02
�;0.02 10.01
10.01
2
7.32 5.86 4.91 3.39
2.13 1.35 0.98 0. 11 F0.36
i10.20 10. 22 10.07
�0.04
10.03
10.02
10.02 FO.02
0.01
F-5-18.54
6.84 5.77 [4.10
2.63 1.71 [125 10.78 10.47
F0.26 10F15 F0.08
I0.05
0.04
i0.03
10.02 10.02
10.02
10
9.54 7.63 6.44 4. 66
3.04 2. 11 �1.48 0.92 0.56
F0.31 F0.18 j0.10
�0.06
II0.05
�0.03
�0.03 0.02
�0.02
1 25
�10.75 8.56 7.24 536
�3.57 �2.42 �1.81 1 13 i0.69
10.38 0.22 110.12
�0.08
0.06
10.0
i0.03 �0.02
10.02
50
11.74 9.34 7.88 5.94
4.02 2.79 12.10 1.31 0.80
�0.45 0.26 �0.14
�0.09
0.07
0.04
10.03 10.0
0.02
100
12.68 10.08 8.50 6.50
4.48 3.16 �2.41 �I.51 0.93
10� 52 0.30 j 16
0.10
0.07
'0.05
0.04 �0.03
0.03
200
13. 44 110.82 I9.10 17.08
4.97 3.57 2.74 1.73 1.07
F0.59 0.35 0.18
!00
0.08
�0.05
10.04 j0.03
0.03
500
1-3 I1.80 9.90 7.88
5.65 4.15 3.25 2.05 11.28
0.71 0.42 0.21
0.13
0.10
0.06
0.04 004
0_03
1000
I16.00 12.59 I10.54 8.53
6.23 4.64 3.69 2.33 �1.46
0.81 10.49 0.24
0.15
0.11
0.07
10.0 �0.04
�0.03
T he upper bound o1 the confidence inknal at 90% confidence level is tie value which 5%of the simulated quantile wlues for a given hequencyare greater than.
T here precipitation hequencyesbmates are based on a par al duration series. API is the Average Recurrence Interval.
Please refer to NOAA Allas 14 Document for more information. NOT E Formatting perverts estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
ARI** 5 10
(years) min min
Precipitation Intensity Estimates (in/hr)
_ 1
IS 30 60 120 3 6 12 �24 48 4 7
min min min min hr hr i hr j hr hr ,day day
45
j day
60
1 day
1 30
day
10
day
20
day,
/Z

McDONALD'S - BEAUFORT, NC SITE SOILS INFORMATION J. ALDRIDGE, PE
MCD-0817 6/19/2009
HYDROLOGIC SOILS GROUP INFORMATION
Soil information for site aquired via Web Soil Survey
Symbol Name HSG
AaA Altavista loamy fine sand B/C
Ag Augusta loamy fine sand C
Tm 7omotley fine sandy loam B/D
BIC and B/D soils were assumed to be C and D soils as the site is in an undroined condition
• HSG A = 0.0%
• HSG B = 0.0%
%HSG C= 17.1%
% HSG D = 82.9%
COMPOSITE SCS CN CALCULATION
Watershed soils are from 'HSG C' & 'HSG D' . The relative percentage of each HSG was calculated.
These percentages were then used in the computation of the composite curve number.
Cover Condition
SCS CN - HSG A
Impervious
98
Open
39
Wooded
30
Cover Condition
SCS CN - HSG B
Impervious
98
Open
61
Wooded
55
Cover Condition
SCS CN - HSG C
Impervious
98
Open
74
Wooded
70
Cover Condition
SCS CN - HSG D
Impervious
98
Open
_
80
Wooded
77
Cover Condition
Composite SCS CN
Impervious
98
Open
79
Wooded
76
13

Soil Map —Carteret County, North Carolina
(McDonald's - Beaufort, NC)
34'43'3
34' 43 2T'
349320 3a9350 349380 349410 349440 349420 3a9500 U95W 349560 349590
y< a 41 N"' '4!°'--5 s nt+.A yaf4•N
MAO
s- r
i qyD 1
t 3
:164'1?0 3a9350 349]80 349d 10 J49440 349420 34951p 349530 U9550 349590
Map sale: 1:1.3801f i rn Wd WA size (8.5- • 11') "Ot.
N Meters ^
1 0 15 30 60 90
N al
Fe
0 50 100 200 300
USDA Natural Resources Web Soil Survey 2.2 5/5/2009
Conservation Service National Cooperative Soil Survey Page t of 3
34' 43 > -
34. 43 28

Soil Map —Carteret County, North Carolina
(McDonald's - Beaufort, NC)
MAPLEGEND
MAP INFORMATION
Area of Interest (AOI)
(n Very Stony Spot
Map Scale: 1:1.380 if printed on A size (8.5" x 11") sheet.
O
Area of Interest (AOI)
Wet Spot
The soil surveys that comprise your AOI were mapped at 1:24,000.
Solis
Other
Please rely on the bar scale on each map sheet for accurate map
Soil Map Units
measurements.
Special Line Features
Special
Point Features
Gully
Source of Map'. Natural Resources Conservation Service
,•t
Blowout
Web Soil Survey URL: http://websoilsurvey.nrm.usda.gov
Short Steep Slope
Coordinate System: UTM Zone 18N NAD83
®
Borrow Pit
Other
This product is generated from the USDA-NRCS certified data as of
X
Clay Spot
Political Features
the version date(s) listed below.
♦
Closed Depression
Cities
Soil Survey Area: Carteret County, North Carolina
..
Gravel Pit
wars Features
Survey Area Data: Version 10, Jun 5, 2008
,.
Gravelly Spot
0 Oceans
Dale(s) aerial images'werc photographed: 10/14/2006
Q
Landfill
Streams and Canals
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
r\
Lava Flow
Transportation
imagery displayed on these maps. As a result, some minor shifting
Marsh or swamp
�... Rails
of map unit boundaries may be evident.
V
Mine or Quarry
N Interstate Highways
®
Miscellaneous Water
US Routes
m
Perennial Water
Major Roads
�.
Rock Outcrop
Local Roads
}
Saline Spot
Sandy Spot
�.
Severely Eroded Spot
o
Sinkhole
y,
Slide or Slip
pr
Sodic Spot
$
Spoil Area
Q
Stony Spot
USDA Natural Resources
iiiiiiin Conservation Service
Web Soil Survey 2.2
National Cooperative Soil Survey
5/5/2009
Page 2 of 3

Soil Map -Carteret County, North Carolina
Map Unit Legend
McDonald's - Beaufort, NC
Carteret County, North Carolina (NC031)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
AaA
IAltavista loamy fine sand, 0 to 2 percent
slopes
0.6
j 16.9
qg
Augusta loamy fine sand
0.01
1.2 %
Tm
Tomotley fine sandy loam
32
82.9%
!Totals for Area of Interest
3.8
100.0
Natural Resources Web Soil Survey 2.2
Conservation Service National Cooperative Soil Survey
Page 3 of 3

CAROLINAS
LLP
ECS CAROLINAS, LLP
Geotechnical • Construction Materials • Environmental • Facilities
November 24, 2008
Ms. Jami Hays
McDonald's-Raleigb Region
4601 Six Forks Road, Ste. 200
Raleigh, North Carolina 27609
Re: infiltration Evaluation
McDonald's #32-1426
Beaufort, Carteret County, North Carolina
F.CS Project No. 22.14578
Dear Ms. Hays,
F,CS Carolinas, LLP (ECS) recently conducted an infiltration evaluation for the proposed
infiltration areas at the above referenced site located at the comer of US Highway 70 and
Caterd Road in Beaufort, Carteret County, North Carolina 'Ibis letter, with attachm®Sg, is the
report of our evaluation.
Field Testing
On November 20, 2008, ECS oondncted an exploration of the subsurface soil and groundwater
conditions at six requested locations shown on the attached Test Location Plan (Figure 1). The
test areas were field located utilizing a location plan provided by Commercial Site Design. The
purpose of this exploration was to obtain subsurface information of the in -place soils for the
proposed infiltration area ECS colored the subsurface soil and groundwater conditions by
advancing one hand auger boring into the existing ground surface at the six requested boring
locations. ECS visually classified) the subsurface soils and obtained representative samples of
each soil type encountered. ECS also recorded the groundwater level and the seasonal high
water level (SHWL) observed at the lime of each hand anger baring. The attached infiltration
Evaluation Form provides a summary of the subsurface conditions encountered at each hand
auger boring location.
The groundwater level and the SHWL were estimated at each boring location below the existing
grade elevation. Below is a suromary of each baring location.
Location
Water Level
SHWL
1
4 inches
0 inches
2
4 inches
0 inches
3
16 inches
0 inches
4
16 inches
0 inches
5
12 inches
0 inches
6
12 inches
0 inches
7211 Ogden Business Park- Suite 201 • Wilmington, NC 28411 • [phone]• Fax [phone]• www.ecxlimieed.com
Asheville NC - Charkstnn. SC - Charbae, NC - Conover, NC •. Greensbmo. NC - Cmemilla SC - Fayetteville NC - litde River. SC
Raleigh. NC - Swensbmo. NC • - Wilmington NC
• testing services only —
/7

Infiltration Euah afion
McDonald's- 32-1116
Beaufort Carton County, North Carolina
ECS Proferl No. 22.14578
Nomnber 24, 2008
ECS have conducted six infiltration tests utilizing a compact constant bead pernieameter near
the hand auger borings to estimate the: infiltration rate for the subsurface soils. Infiltration tests
are typically conducted at two feet above the SHWL. If the SHWL is less than two feet below
the existing grade elevation, then the test will be conducted at ten inches below the existing
grade elevation
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Incbes/hour
1
Black/grcy SILT
10 inches
0.0
w/sand
2
Black/Ipey SILT
10 inches
0.0
w/sand
3
Greysandy
10 inch
0.001
CLAY
4
Black/grey SILT
10 inches
0.001
w/sand
5
Blanc SILT
10 inches
0.0
w/sand
6
Black! SILT
10 inches
0.0
Infiltration rates and SHWL may vary within the proposed site due to changes in elevation and
subsurface conditions. Test numbers 1, 2, 5, and 6 did not infiltrate due to the saturated
conditions of the soils at the test elevation
If you have any questions regarding this report, please contact us at [phone].
ECS CAROLINAS, LLP
IG Brooks Wall
Project Manager
CC: Nathan Nallainathan
Attachments: Figure I- Test LaationPlan
Infiltration Evaluation
w� A, f-Ya/�
Wand M. Sobb, P. E.
Principal Engineer
NC License No. 22983

(a TEST LOCATIONS
McDonald's 32-1426
Beaufort, NC
Figure 1-Test Location Plan
ECS Project No. 22-14578 Provided by: Commercial She Design
November 20, 2009 Nil
KBW
CAP CHUMAS
Iq

Infiltration Evaluation
McDonald's — 32-1426
Beaufort, Carteret County, North Carolina
ECS PYoject No. 22.14578
November 20, 2008
Location Depth Soil Description
1 0-36" Black/grey SILT w/ sand
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 4 inches below the existing grade elevation.
Location Depth Soil Description
2 0-36" Black/grey SILT w/ sand
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 4 inches below the existing grade elevation.
Location Depth Soil Description
3 0-10" Black/grey sandy SILT
10"-36" Grey sandy CLAY
Seasonal High Water Table was estimated to be at 6 inches below the existing
grade elevation.
Infiltration Rate: 0.001 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 16 inches below the existing grade elevation.
Zo

Infiltration Evaluation
McDonald's — 32-1426
Beaufort, Carteret County, North Carolina
ECS Project No. 22.14578
November 20, 2008
Location Depth Soil Description
4 0-18" Black/grey SILT w/sand
18"-36" Grey silty sandy CLAY
Seasonal High Water Table was estimated to be at 18 inches below the existing
grade elevation.
Infiltration Rate: 0.001 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 16 inches below the existing grade elevation.
Location Depth Soil Descrintion
5 0-36" Black SILT w/sand
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 12 inches below the existing grade elevation.
Location Depth Soil Description
6 0-24" Black/grey SILT
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 12 inches below the existing grade elevation.
V

- m
" fiIy4vi iY.
1W
-40
N. - I
I

APPENDIX C - PRE DEVELOPMENT
HYDROLOGIC CALCULATIONS
9
McDonald's — Beaufort, NC
MCD-0817
6/22/2009
Z3

I'
CLIENT: McDONALD'S - RALEIGH REGION
4601 SIX FORKS ROAD - SUITE 200
PROJECT NO.
MCD-0817
FILENAME:
MCDO817-SWX
SCALE:
1"= 80,
DATE:
05-15-09
PRE DEbELOPMENT CONDITIONS
McDONALD'S
US HIGHWAY 70 & CARTERET DRIVE
BEAUFORT. NORTH CAROLINA
rA\
COMMERCIAL
SITE DESIGN
a

McDONALD'S - BEAUFORT, NC HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MCD-0817 Pre Development 6/19/2009
SCS CURVE NUMBER
Cover Condition
SCS CN
Impervious
--Open -------
98
79------'
Wooded
76
TOTAL SITE
DRAINAGE AREA
Cover Condition
5CS CN
Area (sq ft)
Area (acres)
Impervious
98
0
0.00
Open
79
i58,836
3.65
Wooded
76
0
0.00
Total Area = 3.65 acres
%Impervious= 0.00%
Composite SCS CN = 79
TIME OF CONCENTRATION
The time of concentration was assumed to be 30 minutes.
Time of concentration = 30.00 minutes
Zs

APPENDIX D - POST DEVELOPMENT
HYDROLOGIC CALCULATIONS
m
McDonald's — Beaufort, NC
MCD-0817
6/zz/zone
16

\
Ico�\
rn \ \
SIP
l\ \ \
0
�� vgip my
�\ \t •\�,\ \ .0rn
\.
rn
\
CD
�\ `\ r i
O
CLIENT. MCDONALD'S-RALEIGH REGION
4601 SIX FORKS ROAD - SUITE 200
RALEIGH NC 27609
PROJECT NO. MCD-0817 POST DEVELOPMENT CONDITIONS co,y1mLRClnI-
FILENAME: MCD0817-SWX MCDON'
SCALE: 1"=80' US HIGi4WARTDRETDRIVE
SIIf I)FSICN"
DATE: 05-15-09 BEAUFORT, NORTH CAROLINA
Z�

McDONALD'S - BEAUFORT, NC HYDROLOGIC CALCULATIONS J. ALDRIDGE. PE
MCD-0817 Post Development 6119I2009
SCS CURVE NUMBER
Cover Condition
SCS CN
Impervious_____98_
Open
79___
W_ooded
76
_
Water
100
TOTAL SITE
DRAINAGE AREA
Cover Condition
SCS CN
Area {sq ft)
Area (acres)
Impervious
98
111.900
2.57
Open
79
37,027_
0.71
Wooded
_
76
_
J
0.00
Water
100
15,959
0.37
Total Area = 3.65 acres
%Impervious= 70.43%
Composite SCS CN = 94
TIME OF CONCENTRATION
The time of concentration is assumed to be a conservative 5 minutes.
Time of Concentration = 5.00 minutes
Ott

APPENDIX E -WATER QUALITY POND
CALCULATIONS
McDonald's — Beaufort, NC
MCD-0817
6/22/2009
29

McDONALD'S - BEAUFORT. NC WATER DUALITY POND CALCULATIONS
MCD-0617
STAGE -STORAGE FUNCTION
ABOVE NORMAL POOL _
"—""--'--�'—'—`- I n c r e m e n t a l—A c c u m u l aTe d—Estimate d
Avg Contour Contour Contour Stage w/ SS
Contour Stage Contour Area Area Volume Volume Fxn
(ft) Ihl (sf) (sf) (cf) (cf) l
8.00 1.0 21117 18538 18536 165 zlb _ 1.uu
9.00 2.0 23152 u22135 22135 40673 2.00
9.75 _---- 2.8-- — 247 li ---- 23934 —_--- 17950_—_-- 58623 2.75_
Storage vs. Stage
I
70000
II
0000o
y=18526M1.1�Ia
'—
50000
R' = 1
m
a
40000
30000
20000
ill10000
o
0.0 0.5
1.0 Sra3e O40 20 25 3.0
Ny= 18526
b = 1.137
J. ALDRIDGE, PE
7/17/2009
3o

McDONALD'S - BEAUFORT, NC WATER QUALITY POND CALCULATIONS J. ALDRIDGE, PE
MCD-0817 7/17/2009
BELOW NORMAL POOL
lnc e- mental-Accumulate—Esomated`-
Avg Contour
Contour
Contour
Stage w/ 55
Contour
Stage
Contour Area
Area
Volume
Volume
Fxn
(10
(ft)
(sf)
(sf)
(cf)
(cf)
(ft)
1.00
0.0
4142
2.00
1.0
4930
4536_
4_536
4536
1.07
-_-
— .00-_-_-_.0
_
7167-----6049_--_---6049
-_-_-_
10585 --
- -2.13
4.00
nn
_ 3.0
n n
8759
�i
7963_��_7963
18548_
Z
3.35 _
A LO
9505 9505
8053
6.12
Storage vs. Stage
60000
50000 Y_430U.4x1.Y6'+B
40000 - H° = 0.9973
o 30000
20000
i 0000
0 ;{�
0.0 t0 2.0 StOage Ileer4 0 so 6.0 7.0
Ks = 4151
h = 1.238
31

McDONALD'S - BEAUFORT, NC WATER QUALITY POND CALCULATIONS J. ALDRIDGE. PE
MCD-0817 7/17/2009
MAIN POOL
_
Estimated—
.
Avg Contour
Contour
Contour
Stage W/ SS
Contour
Stage
Contour Area
Area
Volume
Volume
Fxn
(ft)
Itt)
(sf)
(5f)
(cf)
(cf)_
(h)
I.DO
0.0
4142
2.00
1.0
4_930
4536
4536
4536 _
1.03__
_
_
----5762 --
5341
9877
4.00
3.0
6608
_--_5341
_
6180
6180
16057
2.91 _
5.00
4.0
-_-�- 7498—__--7053
----_-7053
23110
___--_—
6.00
5.0
8423
7961
-7961
31071
5.0]
7.00
6.0
_.—_—._—
10734
9579
9579
40649
6.25
I -__.Storage vs. stage
45000--_.___ ____
4000o .I.
LL I y = 4373x
35000 q' ,- 0.99898
U 30000
° 25"
O
V) 20000 .
5000
0000
5000
0'
0.0 1.0 2.0 30 4.0 5.0 6.0 70
i 31age (feet)
K5 = 4373
It
3L

MCDONALD5 - BEAUFORT, NC WATER QUALITY POND CALCULATIONS J. ALDRIDGE, PE
MCD-0817 7/17/2009
WEST FOREBAV
"-
Contour
(ft)
Stage
(ft)
Contour Area
(sf)
-^—IncremeSal
Avg Contour
Area
(sf)
n
Contour
Volume
(cf)
Accumulated
Contour
Volume
(cf)
__
shmated—
Stage W/ SS
Fxn
(ft)
3.00
0.0
775
4.00
1.0
1142
959
959 _—_
959
0.91
5.00
2.0
1447
1292
1292
2250
1.79
6,00
3.0
1772
1607
1607
3857
2.73
- 7 00
4.0
2803
2288
2288
6144
3.95
Ky = 1079
b - 1.267
11

McDONALD'S - BEAUFORT, NC WATER QUALITY POND CALCULATIONS J. ALDRIDGE, PE
MCD-0817 7/17/2009
EAST FOREBAY
_ __
Incremental—Accumu ated—_
E7bmated
Avg Contour
Contour
Contour
Stage wl SS
Contour
Stage
Contour Area
Area
Volume
Volume
Van
(ft)
(ft)
(sf)
_ Isf)
(cf)
(cf)
(ft) _
v 3.00 s
0.0
640
______
.96
5.00
2.0
1312
1161
1161
1985
1.77
6 00
0
1649
1481 _
_3466
73
2._
____,3
7.d0
4.0
. _-_ -____
2422
-
2036
-____
2036
5501
3.91
Storage vs. Stage
60130 ____.._—_.__—_.___..___.__—.__—____,
5000 Y = gOq q 1 %i.]�5
j R' = 0.9977
v 40M
i B 31100
I � `
2000
1000 ,
0.0 0.5 1,0 1 5 20 Z.5 30 3.5 4.0 4.5
Stag" (teat)
Ns = 950.8
b :: 1.288

McDONALD'S - BEAUFORT, NC WATER QUALITY POND CALCULATIONS
MCD-0817
J. ALDRIDGE, PE
7/17/2009
WATER QUALITY VOLUME
For projects located in SA waters, the water quality volume is the greater of the
1.5"rainfall volume or the difference between the 1-year 24-hour pre/post
WQv=Px RvxA/12
where,
WQv - Water quality volume (acre-feet)
Rv = 0.05 + 0.009 x I
I = Percent impervious
A = Area (acres)
P = Rainfall (inches)
!.1.5"'RAIN FALLrµpLLPT°?�"; fir
Total area to Pond, A =
3.65
acres
Impervious area to Pond =
2.57
acres
Percent impervious, 1 =
70.43
Runoff coefficient, Rv =
0.68
Rainfall, P=
1.50
inches
1.5" rainfall volume, V =
0.312
acre-feet
13582
cf
IPRE� 1FYR�rF2AI NFALL��',�--'M1
Site area, A =
3.65
acres
Impervious area =
0.00
acres
Percent impervious, 1 =
0.00
Runoff coefficient, Rv =
0.05
Rainfall, P =
3.66
inches
Pre 1-yr volume, V =
0,056
acre-feet
2423
cf
;POST,=P�YRIRAIN FALL;"-F.�"'v`-y
Site area, A =
3.65
acres
Impervious area =
2.57
acres
Percent impervious, 1 =
70.43
Runoff coefficient, Rv =
0.68
Rainfall, P =
3.66
inches
Post 1-yr volume, V =
0.761
acre-feet
33140
cf
Pre/Post 1-year difference, V =
30717
cf
CP
Water quality volume, WQv=
30717
cf Greater of 1.5"foinfoll or pre
Water quality volume storage depth =
1.56
ft
Water quality volume elevation =
8.70 ft Set riser of elevation
35

McDONALD'S - BEAUFORT, NC WATER QUALITY POND CALCULATIONS
MCD-0817
J. ALDRIDGE, PE
7/17/2009
WATER QUALITY VOLUME DRAWDOWN
T = W Qv / Q / 86400 (sec/day)
where,
T = Drawdown Time (days)
WQv = Water Quality Volume (cf)
Q= Cd ` A' (2gh)A(1/2)
Diameter of orifice, D =
Cross sectional area of orifice, A =
Orifice invert elevation =
Orifice coefficient =
Average driving head on orifice, In =
Orifice flowrate, Q=
2.00 inches C.L-
0.022 sf
7.00 It
0.60
0.57
0.0791
Drawdown time, T = 4.50 days
107.90 hours
DRAWDOWN ORIFICE ALLOWABLE DISCHARGE
Pre runoff coefficient, C =
0.25 W
Intensity, I =
I 5 in/hr
Site area, A =
Ma
3.65 acres
Allowable orifice flowrate, Q=
0.1 668 cfs a`L
tvlinimum of 14 hours
1-yr 14-hr from NOAA table /
0
0

McDONALD'S - BEAUFORT, NC WATER DUALITY POND CALCULATIONS J. ALDRIDGE, PE
MCD-0817 7/17/2009
AVERAGE DEPTH CALCULATION
Surface area of normal pool = 15959 sf
Volume below normal pool = 53002 cf
Average depth at normal pool = 3.32 ft
FOREBAY VOLUME CALCULATION
Volume below normal pool =
53002 cf
East Forebay volume =
6144 cf
% East Forebay =
12% Should be approximately 109
West Forebay volume =
5501 cf
West Forebay =
10% Should be approximately 109
SURFACE AREA CALCULATION
Total area to Pond, A =
3.65
acres
Impervious area to Pond =
2.57
acres
Percent impervious, 1 =
70.43
'Y
Average depth at normal pool =
3.50
It
From average depth colculot.
Required SAIDA ratio (from NCDENR
Stormwoter
BMP Nlonual) for 90% TSS removal
3.00
3.50 3.50
" -
Lower boundary =
70
8.10
7.00 7.00
Site % impervious =
70.43
8.16
7.04 7.04
Upper boundary=
90
9.40
8.00 8.00
Required surface area =
11190
sf
Provided surface area =
15959
sf
OK
31

McDONALD'S - BEAUFORT, NC WATER QUALITY POND CALCULATIONS
MCD-0817
J. ALDRIDGE, PE
7/17/2009
ANTI FLOTATION BLOCK CALCULATIONS
Inside length of riser =
5.00
ft
Inside width of riser =
5.00
ft
Wall thickness of riser =
6.00
inches
Base thickness of riser =
6.00
inches
Base length of riser =
6.00
ft
Base width of riser =
6.00
If
Inside height of riser =
7.70
ft
Concrete unit weight =
142.00
pcf
Outside diameter of outlet pipe =
24.00
inches
Size of drain pipe/orifice =
3.00
inches
Concrete present in riser
Base of riser = 18.0000 cf
Riser walls = 84.7000 cf
Less openings = 1.9880 cf
Total concrete present = 100.712 of
Weight of concrete present = 14301 Ibs
Amount of water displaced by riser
Displacement by concrete =
100.712
cf
Displacement by air =
192.500
cf
Total water displaced by riser =
293.212
cf
Weight of water displaced =
18296
Ibs
Calculate amount of concrete to add to riser
Safety factor=
1.15
Must add =
6739.79
Ibs concrete for bouyancy
Buoyant weight of this concrete =
79.60
pcf
Buoyant weight, with safety factor =
69.22
pcf
Therefore, must add =
97.371
cf
Base design must have =
115.371
cf
Calculate amount of concrete to add to riser
Length =
8.0
feet
Width=
8.0
feet
Thickness =
22.0
inches
Concrete Present =
117.333
CF OK
Required Weight of Concrete =
21041
IIns
39

McDONALD'S - BEAUFORT, NC WATER QUALITY POND CALCULATIONS
MCO-0817
J. ALDRIDGE, PE
7/17/2009
VELOCITY DISSIPATOR CALCULATIONS
Outlet flowrate, Q10=
10
cfs
Pipe diameter=
24
inches
Number of pipes =
1.
Pipe separation=
0
feet
Outlet pipe slope =
1.00
%
j
Fieure 8.06.b.1
25
ZONE 6
20
- — -_ ZON' 7
--
I I I
I — _ ZONE c
10
I i
i
_ -I _ _''r,ONM J -�
-_;
/OtiE 2 1—I-'.
_: _
U
0
2 3 d 5 6 7 8 9 IU
I
I
j
1'ilw Jiemeler (rq
Zone from graph above =
1
Outlet pipe diameter =
24
inches
Length =
8.0
feet
Outlet flowrate
1&0
cfs
Width =
6.0
feet
Outlet velocity
3.18
ft/sec
D50 =
4
inches
Material =
Class A
Thickness =
9
inches
Zone
T Material �-
D50 j Thickness Length
Width
—_--
1
Class A I
4 9 4 x D(o)
f
3 x D(o)
�^ 2
Class B
8 22 6 x D(o)
3 x D(o)
3
Class 1
10 �_ 22 8 x DIP)
4
Class 1
1 10 r 22 �8 x D(o)
3 x D(o)
3 D(o)
j 5
6
Class IF
Class II
14 27 10 x D(o)
14 T-27 10 x D(o)
xx
3 x D(o)
7
Special study required J
1. Calculations hosed on NY DOT method - Poges 8.06.05 through 8.06.06 in NC Erosion Control Mac
2. Outlet velocity based on full -flow velocity
T1

APPENDIX F -- PONDPACK OUTPUT
12
McDonald's — Beaufort, NC
MCD-0817
6/22/2009
qu

Pre Site
D
To Pond
a
Q
0
,, ,
D
Q
Q
N
O
Pre Site
Pond
..
c
m
O
ft��x
Post Site
41

Job File: X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\StormNater\DES1Gi2.PP7:
Rain Dir: X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\
JOB TITLE
Project Date: 12/11/2006
Project Engineer: J. Aldridge, PE
Project Title: Mc Donald's - Beaufort, NC
Project Comments:
S/N: 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009
14,

Jon File: X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\DESIGN.PPW
Rain Dir: Y.:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineeri.ng\Stormwater\
. ...,..,.+..«,...,.++, MASTER SUMMARY •••" •,•,...........—
Watershed....... Master Network Summary ............. 1.01
DESIGN STORMS SUMMARY
Morehead City... Design Storms ...................... 2.01
Morehead Cit_v... 1
Design Storms ...................... 2.02
....................... POND VOLUMES ..........,........_...
POND............ Vol: Elev-Area ..................... 3.01
OUTLET STRUCTURES
Outlet.......... Outlet Input Data .................. 4.01
Individual Outlet Curves ........... 4.04
Composite Rating Curve ............. 4.10
.....+....... ..+...... POND ROUTING ........................
POND............ Pond E-V-Q Table ................... 5.01
POND OUT 1 I
Pond Routing Summary ............... 5.03
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
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Table of Contents
i
Pond Routed HYG (total out) ........ 5.04
POND OUT 10
Pond Routing Surtmary 5.14
Pond Routed HYG (total out) ........ 5.15
POND OUT 100
Pond Routing Summary ............... 5.25
Pond Routed HYG (total out) ........ 5.2G
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
WJW2009
u�

Table of Contents
II
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Morehead City
Total
Depth
Rainfall
Return Event
in
Type
RNF
ID
1
3.6600
Synthetic Curve
TypeIIl
24hr
10
6.8700
Synthetic Curve
TypeIII
24hr
100
11.4300
Synthetic Curve
TypeIII
24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
('Node=Outfall; +Node=Diversion;)
(Trun= HYG 'Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Qpeak
Qpeak Max
WSEL
Max
Pond Storage
Node
ID
Type
Event
cu.ft
Trun
hrs
cfs
ft
cu.ft
POND
IN
POND
1
39638
12.1000
10.48
POND
IN
POND
10
81606
12.1000
20.62
POND
11\1
POND
100
141745
12.2000
34.81
POND
OUT
POND
32671
R
19.2000
13
8.70
33747
POND
OUT
POND
74245
R
12.3000
9.40
9.05
41)39
POND
OUT
POND
100
134175
R
12.2500
1 . 7
9.69
57190
'POST
'POST
SITE
SITE
JCT
JCT
1
10
32669
74244
R
R
19.2000
12.3000
13
9.40
"POST
SITE
JCT
100
134174
R
12.2500
18. 7
PRE
SITE
AREA
1
22403
12.3500
3.99
PRE
SITE
AREA
10
59166
22.3500
10.59
PRE
SITE
AREA
100
116083
12.3500
20.30
'PRE
SITE
JCT
1
22408
12.3500
3.99
'PRE
SITE
JCT
10
59166
12.3500
10.59
'PRE
SITE
JCT
100
116083
12.3500
20.30
SIN: 12 YX YWH PG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM - 7/17/2009 /y!

Type.... Master Network Summary
Name.... Watershed
File.... X:\MCD - MCDonalds\0817 - Beaufort
Page 1.01
NC 32-1426\Encineering\Stormwater\Design.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograioh Method
('Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=l,eft&Pt)
Return
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
Type
Event
cu.ft Trun
hrs
cfs ft
_______
TO POND
AREA
1
_
39638
_________
12.1000
_
10.48
TO POND
AREA
10
81606
12.1000
20.62
TO POND
AREA
100
141745
12.1000
34.81
Max
Pond Storage
cu.ft
------------
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
qb

Type.... Master Network Summary
Page 1.02
Name.... watershed
File.... X:\MCD - McDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\Design. ppw
Title... Project Date: 12/11/2008
Project Enaineer: J. Aldridge, PE
Project Title: McDonald's - Beaufort, NC
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Morehead City
Storm Tag Name = I
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.6600 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeIIT 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 6.8700 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step-- .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm TvpeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 11.4300 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step- .1000 hrs End= 24.0000 hrs
S/N: 12YXYWIIPG490 Bentley Systems, Inc.
Bentlev PondPack (10.00.022.00) 8:20 AM 7/17/2009
41

Type.... Design Storms
Name.... Morehead City
Page 2.01
File.... X:\MCD - MCDonalds\0817 - Beaufort, NO 32-1426\Engineering\Stormwater\Design. ppw
DESIGN STORMS SUMMARY
Design Storm File,ID = Morehead City
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TvpelII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.6600 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII7 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 6.8700 in
Duration Multiplier = 1
Resultina Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step- .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 11.4300 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: 12YXYWHPG440
Bentlev PondPack 110.00.022.001
8:20 AM
Bentley Systems, Inc.
7/17/2009
Q

Type.... Design Storms Page 2.02
Name.... Morehead City Event: 1 yr
File.... X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\Des i. gn.ppw
Storm... TypeIII 24hr Tag: 1
Elevation
Planimeter Area
Al+A2+sgr(A1`A2)
Volume
Volume Sum
(ft)
(sq.in) (sq.ft)
(Sq.It)
(cu.ft)
(cu.ft)
---------------------------------------------------'
7.00
----- 15959
0
0
0
8.00
----- 21117
55434
18478
18478
9.00
----- 23152
66380
22127
40605
9.75
----- 24715
71788
17947
58552
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) ' (EL2-EL1) ` (Areal + Area2 + sq.rt.(Areal'Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: 12YXYWHPGA40
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
q9

Type.... Vol: Elev-Area
Name.... POND
Page 3.01
File.... X:\MCD - MCDona2ds\0817 - Beaufort, NC 32-1926\Engineering\Stormwater\Design .ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 7.00 ft
Increment = .1.0 it
Max. Elev.= 9.75 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
< --- > Forward and Reverse Both Allowed
Structure No. Outtall E1, it E2, ft
_________________ _ _ -------- ---------
Inlet Box RI ---> 13A 8.700 9.750
Orifice -Circular OR ---> BA 7.000 9.750
Culvert -Circular BA ---> 'PW 7.000 9.750
TW SETUP, DS Channel
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
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Type.... Outlet Input Data
Name.... Outlet
Page 4.01
File.... X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\Design.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= RI
Structure Type
= Inlet Box
_
-__ _-_------__
N of Openings
= 1
Invert Elev.
= 8.70 It
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 15.00 ft
Weir Coeff.
= 3.000
K, Reverse
1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = OR
Structure Type = Orifice -Circular
-------------------------------------
# of Openings = 1
Invert Elev. = 7.00 ft
Diameter _ .1667 It
Orifice Coeff. _ .600
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
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�1

Type.... Outlet Input Data
Name.... Outlet
Page 4.02
File.... X:\MCD - MCDonalds\0617 - Beaufort, NO 32-1426\Engineering\Stormwater\Design.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= BA
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 7.00
ft
Dnstream Invert
= 6.75
ft
Horiz. Length
= 25.00
ft
Barrel Length
= 25.00
ft
Barrel Slope
= .01000
ft/ft
OUTLET CONTROL DATA...
Mannings n =
.0130
Ke =
.5000
Kb =
.012411
Kr =
.5000
HW Convergence =
.001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) _
.000
T2 ratio (HW/D) =
1.302
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl s T2...
At T1 Elev = 7.00 ft ---> Flow = 15.55 cfs
At T2 Elev = 9.60 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, US Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
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7/17/2009
/t

Type.... Outlet Input Data
Name.... Outlet
Page 4.03
File.... X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\Design. ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure
ID
= RI
(Inlet Box)
--------------------------------------
Upstream
ID
= (Pond
Water Surface)
DNstream
ID
= BA
(Culvert
-Circular)
Pond
WS.
Device
(into)
Converge
Next
DS HGL Q SUM
DS Chan.
TW
Elev.
Q
HW
HGL
DS HGL
DS
HGL Error Error
TW
Error
It
CIS
ft
ft
ft
+/-ft +/-cfs
-
It
-------
+/-ft
__
7.00
.00
----
...
--------
...
--------
...
... ..
Free
Outfall
WS
below
an
invert;
no
flow.
7.10
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
7.20
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
7.30
.00
...
...
...
.-. ...
Free
Outfal2.
WS
below
an
invert;
no
flow.
7.40
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
7.50
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
7.60
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
7.70
.00
...
...
...
... ...
Free
Outfall.
WS
below
an
invert;
no
flow.
7.60
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
7.90
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
8.00
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
8.10
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
8.20
.00
...
...
....
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
8.30
.00
...
...
... ... ...
Free
Outfall
WS
below
an
invert;
no
flow.
9.40
.00'
...
...
... ... ...
Free
Outfall
WS
below
an
invert;
no
flow.
8.50
.00
...
...
... ... ...
Free
Outfall
WS
below
an
invert;
no
flow.
8.60
.00
...
...
... ... ...
Free
Outfall
WS
below
an
invert;
no
flow.
8.70
.00
...
...
... ... ...
Free
Outfall
WS
below
an
invert;
no
flow.
SIN: 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009

Type.... individual Outlet Curves
Name.... Outlet
Paae 4.04
File.... X:\MCD - MCDonaids\0817 - Beaufort, NC 32-1.426\Engineering\Stormwater\Design.ppw
RATING TABLE FOR ONE
OUTLET TYPE
Structure ID =
RI (Inlet
Box)
--------------------------------------
Upstream ID =
(Pond
Water Surface)
DNstream ID =
BA (Culvert
-Circular)
Pond
WS.
Device
(into) Converge
Next DS HGL C
SUM
DS Chan.
TW
Elev.
0
HW HGL DS
HGL
DS HGL Error Error
TW
Error
If
cfs
ft ft
ft: +/-ft +/-cfs
------ ------
It
-------
+/-ft
-------
--------
8.80
--------
1.42
--------------
8.80 Free
-------
"7.65 .000
.000
Free
Outfall
Weir: H =.10ft
8.90
4.02
8.90 Free
8.10 .000
.000
Free
Outfall
Weir: H =.20ft
9.00
7.39
9.00 Free
8.54 .000
.000
Free
Outfall
Weir: H =.30ft
9.10
11.38
9.10
8.98
8.98 .000
.000
Free
Outfall
FULLY CHARGED
RISER:
ADJUSTED TO WEIR:
H =.40ft
9.20
15.91
9.20
9.20
9.20 .000
.000
Free
Outfall
FULLY CHARGED
RISER:
ADJUSTED TO WETR:
H =.50ft
9.30
20.91
9.30
9.30
9.30 .000
.000
Free
Outfall
FULLY CHARGED
RISER:
ADJUSTED TO WEIR:
H =.60ft
9.40
9.40
9.40
9.40 .000
.000
Free
Outfall
FULLY CHARGED
RISER:
ADJUSTED TO WEIR:
H =.70ft
9.50
9.50
9.50
9.50 .000
.000
Free
Outfall
FULLY CHARGED
RISER:
ADJUSTED TO WEIR:
H =.80ft
9.60
9.60
9.60
9.60 .000
.000
Free
Outfall
FULLY CHARGED
RISER,
DOWNSTREAM CONTROL:
Kev=O.
Hev=0.000
9,70
9.70
9.70
9.70 .000
.000
Free
Outfall
FULLY CHARGED
RISER,
DOWNSTREAM CONTROL:
Kev=O.
Hev=0.000
9.75
9.75
9.75
9.75 .000
.000
Free
Outfali
FULLY CHARGED
RISER,
DOWNSTREAM CONTROL:
Kev=O.
Hev=0.000
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
6q

Type.... Individual Outlet Curves
Name.... Outlet
Page 4.05
File.... X:\MCD - Mc Donalds\0817 - Beaufcrt, NC 32-1426\Engineering\Stormwater\Des ign.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = OR (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert -Circular)
Pond
WS.
Device
(into) Converge
Next
DS HGL
0 SUM
DS Chan. TW
Elev.
0
HW HGL
DS HGL
DS HGL
Error
Error
TW
Error
ft
cfs
ft
ft
ft
+/-ft
______
+/-cfs
_
ft
-------
+/-ft
7.00
______ _
00
_______ ________
..
.
_______
,,,
,,.
...
Free
Outfall
WS
below an
invert;
no flow.
7.10
.01
7.10
7.06
7.06
.000
.000
Free
Outfall
CRIT.DEPTH
CONTROL
Vh= .028ft
Dcr=
.073fr
CRIT.DEPTH
Hev= .00ft
7.20
.03
7.20
7.09
7.09
.000
.000
Free
Outfall
H
=.11
7.30
.05
7.30
7.11
7.11
.000
.000
Free
Outfall
H
=.19
7.40
.06
7.40
7.12
7.12
.000
.000
Free
Outfall
H
=.28
7.50
.06
7.50
7.13
7.13
.000
.000
Free
Outfall
H
=.37
7.60
.07
7.60
1.14
7.14
.000
.000
Free
Outfall
H
=.46
7.70
.08
7.70
7.14
7.14
.000
.000
Free
Outfall
H
=.56
7.80
.08
7.80
7.15
7.15
.000
.000
Free
Outfall
it
=.65
7.90
.09
7.90
7.15
7.15
.000
-000
Free
Outfall
H
=.75
8.00
.10
8.00
7.16-
7.16
.000
.000
Free
Ontfall
H
=.84
8.10
.20
8.10
7.16
7.16
.000
.000
Free
Outfall
H
=.94
8.20
.11
8.20
7.17
7.17
.000
.000
Free
Outfall
H
=1.03
8.30
.11
8.30
7.17
7.17
.004
.000
Free
Outfall
H
=1.13
8.40
.12
8.40
7.17
7.17
.000
.000
Free
Outfall
H
=1.23
8.50
.12
8.50
7.18
7.18
.004
.000
Free
Outfall
H
=1.32
8.60
.13
6.60
7.18
7.19
.005
.000
Free
Outfall
H
=1.42
8.70
.13
8.70
7.18
7.18
.000
.000
Free
Outfall
H
-1 . 52
S/N: 12YXYW14PG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009
7

'Type.... Individual Outlet Curves
Name.... Outlet
Page 4.06
File.... X:\MCD - MCDonalds\0817 - Beaufort, NO 32-1426\Engineering\Stormwater\Design. ppw
Pond WS
Elev.
ft
8.80
8.90
9.00
9.10
9.20
9.30
9.40
9.50
9.60
9.70
9.75
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = OR (Ori:.ice-Circular)
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert -Circular)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q I{W HGL DS HGL DS HGL Error Error 'I'W' Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- _ _ _______ ______ ______ _______ _
.11 8.80 7.65 7.65 .000 .000 Free Outfall
H =1.15
.09 8.90 8.10 8.10 .000 .000 Free Outfall
H =.80
.07 9.00 8.54 8.54 .000 .000 Free Outfall
H =.46
.04 9.10 8.98 8.98 .000 .000 Free Outfall
II =.12
9.20 9.20 9.20 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
9.30 9.30 9.30 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
9.40 9.40 9.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
9.50 9.50 9.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
9.60 9.60 9.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
9.70 9.70 9.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
9.75 9.75 9.75 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
46

Type.... Individual Outlet Curves
Name.... Outlet
Page 4.07
File.... X:\MCD - McDonalds\0817 - Beaufort, NO 32-1426\Engineering\Stormwater\Design. ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 24.33 cfs
UPstream ID's= RI, OR
DNstream ID = TW (Pond Outfall)
Pond
WS.
Device
(into) Converge
Elev.
Q
HW
HGL
DS HGL
ft
cfs
ft
ft
7
00
00
WS below an
invert
7.10
.01
7.06
Free
CRIT.DEPTH
CONTROL
7.20
.03
7.09
Free
CRIT.DEPTH
CONTROL
7.30
.04
7.11
Free
CRIT.DEPTH
CONTROL
7.40
.06
7.12
Free
CRIT.DEPTH
CONTROL
7.50
.06
7.13
Free
CRIT.DEPTH
CONTROL
7.60
.07
7.14
Free
CRIT.DEPTH
CONTROL
7.70
.08
7.14
Free
CRIT.DEPTH
CONTROL
7.80
.08
7.15
Free
CRIT.DEPTH
CONTROL
7.90
.09
7.15
Free
CRIT.DEPTH
CONTROL
6.00
.10
7.16
Free
CRIT.DEPTH
CONTROL
S.10
.10
7.16
Free
CRIT.DEPTH
CONTROL
8.20
.11
7.17
Free
CRIT.DEPTH
CONTROL
8.30
.11
7.17
Free
CRIT.DEPTH
CONTROL
8.40
.12
7.17
Free
CRIT.DEPTH
CONTROL
8.50
.12
7.18
Free
CRIT.DEPTH
CONTROL
8.60
.12
7.19
Free
CRIT.DEPTH
CONTROL
8.70
.13
7.18
Free
CRIT.DEPTH
CONTROL
Next DS HGL Q SUM
DS HGL Error Error
ft +/-ft +/-cfs
no flow.
Free
Vh= .012ft
Free
Vh= .021ft
Free
Vh= .024ft
Flee
Vh= .027ft
Free
Vh= .029ft
Free
Vh= .031ft
Free
Vh= .032ft
Free
Vh= .033ft
Free
Vh= .035ft
Free
vh= .036ft
Free
Vh= .037ft
Free
Vh= .038ft
Free
Vh= .038ft
Free
Vh= .039ft
Free
Vh= .040ft
Free
Vh= .041ft
Free
%In= .041ft
DS Chan. TW
TW Error
it +/-ft
Free Outfall
.000 .000 Free Outfall
Dcr= .037ft CRIT.DEPTH Hev= .00ft
.000 .001 Free Outfall
Dcr= .062ft CRIT.DEPTH Hev= .00ft
.000 .001 Free Outfall
Dcr= .072ft CRIT.DEPTH Hev= .00ft
.000 .001 Free Outfall.
Dcr= .080ft CRIT.DEPTH Hev= .00ft
.000 .000 Free Outfall
Dcr= .086ft CRIT.DEPTH Hev= .00ft
.000 .000 Free Outfall
Dcr= .091ft CRIT.DEPTH Hev= .00ft
.000 .001 Free Outfall
Dcr= .095ft CRIT.DEPTH Hev= .00ft
.000 .001 Free Out -fall
Dcr= .099ft CRIT.DEPTH Hev= .00ft
.000 .002 Free Outfall
Dcr= .102ft CRIT.DEPTH Hev= .00ft
.000 .000 Free Outfall
Dcr= .105ft CRIT.DEPTH Hev= .00ft
.000 .000 Free Outfall
Dcr= .108ft CRIT.DFPTH Hev= .00ft
.000 .000 Free Outfall
Dcr= .11lft CRIT.DEPTH Hev= .00ft
.000 .001 Free Outfall
Dcr= .113ft CRIT.DEPTH Hev= .00ft
.000 .000 Free Outfall
Dcr= .116ft CRIT.DEPTH Hev= .00ft
.000 .001 Free Outfall
Dcr= .118ft CRIT.DEPTH Hev= .00ft
.000 .001 Free Outfall
Dcr= .120ft CRIT.DEPTH Hev= .00ft
.000 .001 Free Outfall
Dcr= .122ft CRIT.DEPTH Hev= .00ft
S/N: 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/27/2009

Type.... individual Outlet Curves
Name.... Outlet
Page 4.08
File.... X:\MCD - MCDonalds\0817 - Beaufort, NO 32-1426\Engineering\Stormwater\Design.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 24.33 cfs
UPstream ID's= RI, OR
DNstream ID = TW (Pond Outfall)
Pond
WS.
Device
(into)
Converge
Elev.
0
HW
HGL
DS HGI.
It
cfs
ft
ft
8.80
1.53
7.65
Free
CRIT.DEPTH
CONTROL
8.90
4.12
8.10
Free
CRIT.DEPTH
CONTROL
9.00
7.46
8.54
Free
CRIT.DEPTH
CONTROL
9.10
11.42
8.98
Free
CRIT.DEPTH
CONTROL
9.20
13.54
9.20
Free
CRIT.DEPTH
CONTROL
9.30
14.50
9.30
Free
CRIT.DEPTH
CONTROL
9.40
15.45
9.40
Free
CRIT.DEPTH
CONTROL
9.50
16.42
9.50
free
CRIT.DEPTH
CONTROL
9.60
17.37
9.60
Free
CRIT.DEPTH
CONTROL
9.70
18.32
9.70
Free
CRIT.DEPTH
CONTROL
9.75
18.76
9.75
Free
INLET
CONTROL...
Next DS HGL Q SUM DS Chan. TW
DS HGL Error Error TW Error
It t/-ft +/-cfs it +/-ft
--------
______ ______ ___
Free .000 .002 Free Outfall
Vh= .150ft Dcr= .428ft CRIT.DEPTH Hev=
Free .000 .002 Free Outfall
Vh= .262ft Dcr= .712ft CRIT.DEPTH Hev=
Free .000 .001 Free Outfall
Vh= .378ft Dcr= .971ft CRIT.DEPTH Hev=
Free .000 .005 Free Outfall
Vh= .510ft Dcr= 1.213ft CRIT.DEPTH Hev=
Free .000 2.373 Free Outfall
Vh= .584ft Dcr= 1.325ft CRIT.DEPTH Hev=
Free .000 6.412 Free Outfall
Vh=- .619ft Dcr= 1.372ft CRTT.DEPTH Hev=
F-ee .000 10.905 Free Outfall
Vh;= .655ft Dcr= 1.417ft CRIT.DEPTH Hev=
Free .000 15.777 Free Outfall
Vh= .693ft Dcr= 1.461ft CRIT.DEPTH Hev=
Free .000 21.052 Free Outfall
Vh= .732ft Dcr= 1.502ft CRIT.DEPTH Hev=
Free .000 26.678 Free Outfall
Vh= .773ft Dcr= 1.542ft CRIT.DEPTH Hev=
Free .000 29.653 Free Outfall
Submerged: HW =2.75
00ft
00ft
00ft
00ft
00ft
00ft
00ft
.00ft
.00ft
.00ft
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009

Type.... Individual Outlet Curves
Name.... Outlet
" ' COMPOSITE OUTFLOW SUMMARY * "
WS Elev,
Total
Q
Notes
----------------
--------
Converge
-____------__-_-----___--
Elev.
Q
TW Elev
Error
it
cfs
ft
+/-ft
Contributing
_
Structures
________
7.00
_______
.00
________
Free
_____
Outfall
(no Q:
RI,OR,BA)
7.10
.01
Free
Outfall
OR,E;A
(no
Q:
RI)
7.20
.03
Free
Outfall
OR,BA
(no
Q:
RI)
7.30
.04
Free
Outfall
OR,BA
(no
Q:
RI)
7.40
.06
Free
Outfall
OR,BA
(no
Q:
RI)
7.50
.06
Free
Outfall
OR,BA
(no
Q:
RI)
7.60
.07
Free
Outfall
OR,BA
(no
Q:
RI)
7.70
.08
Free
Outfall
OR,BA
(.no
0:
RI)
7.80
.08
Free
Outfall
OR,3A
(no
Q:
RI)
7.90
.09
Free
OutfalJ. _
OR,BA
(no
Q:
RI)
8.00
.10
Free
Outfall.
OR,BA
(no
Q:
R1)
8.10
.10
Free
Outfall.
OR,BA
(no
Q:
RI)
8.20
.11
Free
Outfall
OR,BA
(no
Q:
RI)
8.30
.11
Free
Outfall
OR,BA
(no
Q:
RI)
8.40
.12
Free
Outfall
OR,BA
(no
Q:
RI)
8.50
.12
Free
Outfall
OR,BA
(no
Q:
RI)
8.60
.12
Free
Outfall
OR,BA
(no
Q:
RI)
8.70
.13
Free
Outfall
OR,BA
(no
Q:
RI)
8.80
1.53
Free
Outfall
RI,OR,BA
8.90
4.12
Free
Outfall
RI,OR,BA
9.00
7.46
Free
Outfall
RI,OR,BA
9.10
11.42
Free
Outfall
RI,OR,BA
9.20
13.54
Free
Outfall
RIBA
(no
Q:
OR)
9.30
14.50
Free
Outfall
RIBA
(no
Q:
OR)
9.40
15.45
Free
Outfall
RIBA
(no
Q:
OR)
9.50
16.42
Free
Outfall
RIBA
(no
Q:
OR)
9.60
17.37
Free
Outfall
RIBA
(no
Q:
OR)
9.70
18.32
Free
Outfall
RI BA
(no
Q:
OR)
9.75
18."16
Free
Outfall
R1,BA
(no
Q:
OR)
Page 4.09
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
41

Type.... Composite Rating Curve Page 4.10
Name.... Outlet
LEVEL POOL ROUTING DATA
HYG Dir = X:\MCD - MCDonalds\0917 - Beaufort, NC 32-1426\Engineering\Stormwater\
Inflow HYG file = NONE STORED - POND IN 1
Outflow HYG file = NONE STORED - POND OUT 1
Pond Node Data = POND
Pond Volume Data = POND
Pond Outlet Data = Outlet
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
7.00
ft
Starting
volume =
0
tuft
Starting
Outflow =
.00
cfs
Startinc
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
=
.0500
hrs
Elevation
Outflow
Storage
Area
lnfilt.
Q Total
2S/t +
0
ft
cfs
cu.ft
sq.ft
cfs
cfs
cfs
-------------------------------------------------------------------------------
7 00
00
0
15 95 9
.00
00
.00
7.10
.01
1620
16442
.00
.01
18.01
7.20
.03
3289
16933
.00
.03
36.57
7.30
.04
5007
17431
.00
-04
55.
68
7.40
.06
6775
17936
.00
.06
75.34
7.50
-06
8594
18448
.00
.06
95.55
7.60
.07
10465
18967
.00
.07
116.35
7.70
.08
12388
19494
.00
.08
137.72
7.80
.08
14364
20C-28
.00
.08
159.68
7.90
.09
16394
20569
.00
.09
182.24
8.00
.20
18478
211.17
.00
.10
205.41
8.20
.10
20600
21316
.00
.10
228.99
8.20
.11
22741
21517
.00
.11
252.79
6.30
.11
24903
21718
-00
.11
276.81
8.40
.12
27085
21920
.00
.12
301.06
8.50
.12
29287
22123
.00
.12
325.53
8.60
.12
31509
22327
.00
.12
350.23
8.70
.13
33752
22532
.00
.13
375.15
6.80
1.53
36016
22738
.00
1.53
401.71
8.90
4.32
38300
22944
.00
4.12
429.67
S/N: 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009

Type.... Pond E-V-Q Table
Name.... POND
File.... X:\MCD - MCDonalds\0817 - Beaufort
LEVEL POOL ROUTING. DATA
Page 5.01
NC 32-1426\Engineering\Stormwater\Design.ppw
HYG Fir = X:\MCD - McDonalds\0317 - Beaufort, NC 32-1426\Engineering\Stormwater\
inflow HYG file = NONE STORED - POND IN 1
Outflow HYG file = NONE STORED - POND OUT 1
Pond Node Data = POND
Pond Volume Data = POND
Pond Outlet Data = Outlet
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
7.00
ft
Starting
Volume =
0
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
=
.0500
hrs
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t +
O
ft
cfs
cu.ft
sg.ft
cfs
cfs
cfs
------------------------------------------------------------------------------
9 00
7 46
40605
23152
00
7.46
458.63
9.1.0
11.42
42930
23357
.00
11.42
488.42
9.20
13. 54
45276
23564
.00
13.
54
516.60
9.30
14.50
47643
237-71
.00
14.50
543.87
9.40
15.45
50030
23979
.00
15.45
571.34
9.50
16.42
52439
24188
.00
16.42
599.08
9.60
17.37
54868
24396
.00
17.37
627.01
9.70
18.32
57318
24609
.00
18.32
655.19
9.75
18.76
58552
24715
.00
18.76
669.34
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
61

Type.... Pond E-V-Q Table
Name.... POND
Page 5.02
File.... X:\MCD - MCDonalds\0817 - Beaufort, NO 32-1426\Engineering\Stormwater\Design. ppw
LEVEL POOL ROUTING SUMMARY
HYG Dir = X:\MCD - MCDonalds\0817 - Beaufort, NO 32-1426\Engineering\Stormwater\
Inflow HYG file = NONE STORED - POND IN 1
Outflow HYG file = NONE STORED - POND OUT 1
Pond Node Data = POND
Pond Volume Data = POND
Pond Outlet Data = Outlet
No Infiltration.
INITIAL CONDITIONS
Starting
WS Elev =
7.00
It
Starting
Volume =
0
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Startina
Total Qout=
.00
cfs
Tdme increment
=
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
10.48
cfs at 22.1000 hrs
Peak
Outflow =
.13
cfs at 19.2000 hrs
-----------------------------------------------------
Peak
Elevation =
8.70
It
Peak
Storage =
33747
cu.ft
MASS BALANCE (cu.ft)
--------------------------
i Initial Vol = 0
+ HYG Vol IN = 39638
- Infiltration = 0
- HYG Vol OUT = 32671
- Retained Vol 6965
Unrouted Vol = -2 cu.ft
1.006% of Inflow Volume)
WARNING: Outflow hydrograph truncated on right side.
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/1.7/2009
b?

Type.... Pond Routing Summary
Name.... POND OUT Tag:
File.... X:\MCD - MCDonalds\0817 -
Storm... Typelll 24hr Tao: 1
Page 5.03
1 Event: 1 yr
Beaufort, NC 32-1426\Engineering\Stormwater\Design.ppw
POND ROUTED TOTAL OUTFLOW HYG...
HYG file =
HYG ID = POND OUT
HYG Tag = 1
-----------------------------------
Peak Discharge = .13 cfs
Time to Peak = 19.2000 hrs
HYG Volume = 32671 cu.ft
-----------------------------------
WARNING: Hydrograph truncated on right side.
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
hrs
I
Time on left represents
time for
first value in each
row.
---------
3.4500
I----------------------
1
.00
-00
___-------___--------_-___----
.00
.00
.00
3.7000
1
.00
.00
.00
.00
.00
3.9500
1
.00
.00
.00
.00
.00
4.2000
1
.00
.00
.00
.00
.00
4.4500
1
.00
.00
.00
.00
.00
4.7000
1
.00
.00
.00
.00
.00
4.9500
1
.00
.00
.00
.00
.00
5.2000
1
.00
.00
.00
.00
.00
5.4500
1
.00
.00
.00
.00
.00
5.7000
1
.00
.00
.00
.00
.00
5.9500
1
-00
.00
.00
.00
.00
6.2000
1
.00
.00
.00
.00
.00
6.4500
1
.00
.00
.00
.00
.00
6.7000
1
.00
.00
.00
.00
.00
6.9500
1
.00
.00
.00
.00
.00
7.2000
1
.01
.01
.01
.01
.01
7.4500
1
.01
.01
.01
.01
.01
7.7000
1
.01
.02
.01
.01
.01
7.9500
1
.01
.01
.01
.01
.01
8.2000
1
.01
.01
.01
.01
.01
8.4500
1
.01
.01
.01
.01
.01
8.7000
1
.()1
.01
.01
.01
.01
6.9500
1
.02
.02
.02
.02
.02
9.2000
1
.02
.02
.02
.02
.02
9.4500
1
.02
.02
.02
.03
.03
9.7000
1
.03
.03
.03
.03
.03
9.9500
1
.03
.03
.03
.03
.03
10.2000
1
.04
.04
.04
.04
.04
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
�3

Type.... Pond Routed HYG (total out) Page 5.04
Name.... POND OUT Tag: 1 Event: 1 yr
File.... X:\MCD - McDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stonniaa Ler\Design.ppw
Storm... Typelll 24hr Tag: 1
HYDROGRAPH
ORDINATES (cfs)
Time
Output Time
increment = .0500
hrs
hrs
I
Time on left represents
time for first value in each
_ ___-----------
row.
_
10.4500-1-----
---.04---------_04
.04
.04
.04
10.7000
1
.04
.04
.04
.04
.05
10.9500
1
.05
.05
.05
.05
.05
11.2000
I
.05
.05
.05
.05
.05
11.4500
1
.06
.06
.06
.06
.06
11.7000
1
.06
.06
.07
.07
.07
11.9500
1
.08
.08
.09
.09
.10
12.2000
1
.10
.10
.11
.11
.11
12.4500
1
.11
.11
.11
.11
.11
12.7000
1
.11
.11
.11
.11
.11
12.9500
1
.12
.12
.12
.12
.12
13.2000
1
.12
.12
.12
.12
.12
13.4500
1
.22
.12
.12
.12
.12
13.7000
I
.12
.12
.12 _
.12
.12
13.9500
1
.12
.12
.12
.12
.12
14.2000
1
.12
.12
.12
.12
.12
14.4500
1
.12
.12
.12
.12
.12
14.7000
1
.12
.12
.12
.12
.12
14.9500
I
.12
.12
.12
.12
.12
15.2000
1
.12
.12
.12
.12
.12
15.4500
1
.12
.12
.12
.12
.12
15.7000
1
.12
.12
.12
.12
.13
15.9500
1
.13
.13
.13
.13
.13
16.2000
1
.13
.13
.13
.13
.13
16.4500
1
.13
.13
.13
.13
.13
16.7000
1
.13
.13
.13
.13
.13
16.9500
1
.13
.13
.13
.13
.13
17.2000
1
.13
.13
.13
.13
.13
17.4500
1
.13
.13
.13
.13
.13
17.7000
1
.13
.13
.13
.13
.13
17.9500
1
.13
.13
.13
.13
.13
18.2000
1
.13
.13
.13
.13
.13
18.4500
1
.13
.13
.13
.13
.13
18.7000
1
.13
.13
.13
.13
.13
18.9500
.13
.13
.13
.13
.13
19.2000
1
.13
.13
.13
.13
.13
1.9.4500
1
.13
.13
.13
.13
.13
19.7000
1
.13
.13
.13
.13
.13
19.9500
1
.13
.13
.13
.13
.13
20.2000
1
.13
.13
.13
.13
.13
20.4500
1
.13
.13
.13
.13
.13
20.7000
1
.13
.13
.13
.13
.13
20.9500
1
.13
.13
.13
.13
.13
21.2000
1
.13
.13
.13
.13
.13
21.4500
1
.13
.13
.13
.13
.13
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00) 8:20 AM
Bentley Systems, Inc.
7/17/2009
b

Type.... Pond Routed HYG (total out)
Page 5.05
Name....
POND
OUT Tag:
1 Event: 1 yr
File....
X:\MCD
- MCDonalds\0817
- Beaufort, NC 32-14 2 6\ Engineering\ Stormwater\ Des ign. paw
Storm...
TypeIIl
24hr Tag:
1
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time increment
= .0500 hrs
hrs I
Time on
left represents time
for
first value in
each row.
---------
21.7000
I_-__
1
.13
_ ---------------------------------
.13
.13
.13
.13
21.9500
I
.13
.13
.13
.13
.13
22.2000
1
-13
.13
.13
.13
.13
22.4500
1
.13
.13
.13
.13
.13
22.7000
1
.13
.13
.13
.23
.13
22.9500
1
.13
.13
.13
.13
.13
23.2000
1
.13
.13
.13
.13
.13
23.4500
1
.13
.13
.13
.13
.13
23.7000
1
.13
.13
.13
.13
.13
23.9500
1
.13
.13
.13
.13
.13
24.2000
1
.13
.13
.13
.13
.13
24.4500
1
.13
.13
.13
.13
.13
24.7000
1
.13
.13
.13
.13
.13
24.9500
1
.13
.13
.13
.13
.13
25.2000
1
.13
.13
.13
.13
.13
25.4500
I
-13
.13
.13
.13
.13
25.7000
1
.13
.13
.13
.13
.13
25.9500
I
.13
.13
.13
.13
.13
26.2000
1
.13
.13
.13
.13
.13
26.4500
1
.13
.13
.13
.13
.13
26.7000
1
.13
.13
.13
.13
.13
26.
9500 1
.13
.13
.13
.13
.13
27.2000
1
.13
.13
.13
.13
.13
27.4500
1
.13
.13
.13
.13
.13
27.7000
1
.13
.13
.13
.13
.13
27.9500
.13
.13
.13
.13
.13
28.2000
1
.12
.12
.12
.12
.12
28.4500
1
.12
.12
.12
.12
.12
28.7000
1
.12
.12
.12
.12
.12
28.9500
1
.1.2
.12
.12
.12
.12
29.2000
1
.12
.12
.12
.12
.12
29.4500
1
.12
.12
.12
.12
.12
29.7000
1
.12
.12
.12
.12
.12
29.9500
I
.12
.12
.12
.12
.12
30.2000
1
.12
.12
.12
.12
.12
30.4500
1
.12
.12
.12
.12
.12
30.7000
1
.22
.12
.12
.12
.12
30.9500
1
.12
.12
.12
.12
.12
31.2000
1
.12
.12
.12
.12
.12
31.4500
1
.12
.12
.1.2
.12
.12
31.7000
1
.12
.12
.12
.12
.12
31.9500
1
.12
.12
.12
.12
.12
32.2000
1
.12
.12
.12
.12
.12
32.4500
1
-12
-12
.12
.12
.12
32.7000
1
.12
.12
.12
.12
.12
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00) 8:20 AM
Bentley Systems, Inc.
7/17/2009
( _C7

'Type.... Pond Routed HYG (total out)
Name....
POND
OUT Tag:
1
File....
X:\MCD
- MCDonalds\0817
- Beaufort,
Storm...
TypeIII
24hr Tag:
1
Page 5.06
Event: 1 yr
NC 32-1426\Engineering\Stormwater\Design. ppw
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time increment
= .0500 hrs
hrs I
Time on left represents time
for
first value in each
-
row.
------
32.9500
I -------
1
.12
---------------------
.12
.12
.12
.12
33.2000
1
.12
.12
.12
.12
.12
33.4500
1
.12
.12
.12
.12
.12
33.7000
1
.12
.12
.12
.12
.12
33.9500
1
.12
.12
.12
.12
.12
34.2000
1
.12
.12
.12
.12
.12
34.4500
1
.12
.12
.12
.12
.12
34.7000
1
.12
.12
.12
.12
.12
34.9500
1
.12
.12
.12
.12
.12
35.2000
I
.12
.12
.12
.12
.12
35.4500
1
.12
.22
-12
.32
.12
35.7000
1
.12
.12
.12
.12
.12
35.9500
1
.12
.12
.12
.12
.12
36.2000
1
.12
.12
.12
.12
.12
36.4500
1
.12
.12
.12
.12
.12
36.7000
1
.12
.12
.12
.12
.1.2
36.9500
1
.12
.12
.12
.12
.12
37.2000
1
.12
.12
.12
.12
.12
37.4500
1
.12
.12
.12
.12
.12
37.7000
1
.12
.12
.12
.12
.12
37.9500
1
.12
.12
.12
.12
.12
38.2000
1
.12
.12
.1.2
.12
.12
38.4500
1
.12
.12
.12
.12
.12
38.7000
1
.12
.12
.12
.12
.12
38.9500
.12
.12
.12
.12
.12
39.2000
1
.12
.12
.12
.12
.12
39.4500
1
.12
.32
.12
.12
.12
39.7000
1
.12
.12
.12
.12
.12
39.9500
1
.12
.12
.12
.12
.12
40.2000
1
.12
.12
.12
.12
.12
40.4500
1
.12
.12
.11
.11
.11
40.7000
.11
.11
.11
.11
.11
40.9500
1
.11
.11
.11
.11
.11
41.2000
1
.21
.11
.11
.11
.11
41.4500
1
.11
.11
.11
.11
.11
41.7000
I
.11
.11
.11
.11
.11
41.9500
1
.11
.11
.11
.11
.11
42.2000
1
.11
.11
.11
.11
.11
42.4500
1
.11
.11
.11
.11
.11
42.7000
1
.11
.11
.11
.11
.11
42.9500
1
.11
.11
.11
.11
.11
43.2000
1
.11
.11
.11
.11
.11
43.4500
1
.11
.11
.11
.11
.11
43.7000
1
.11
.11
.11
.11
.11
43.9500
1
.11
.11
.11
.11
.11
SIN: 12YXYWIIPG440
Bentley PondPack (10.00.022.00) 8:20 AM
Bentley Systems, Inc.
7/17/2009
�b

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 1
File.... X:\MCD - MCDonalds\0617 - Beaufort,
Storm... TypeIII 24hr Tag: 1
Page 5.07
Event: 1 yr
NC 32-1426\Engineering\Stormwater\Desicn.ppw
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time increment
= .0500 his
hrs I
Time on left represents time
for
first value in
each row.
-----
---------
44.2000
I ------
1
.11
----------------------------------
.11
.11
.11
.11
44.4500
1
.1.1
.11
.11
.11
.11
44.7000
1
.11
.11
.11
.11
.11
44.9500
1
.11
.11
.11
.11
.11
45.2000
1
.11
.11
.11
.11
.11
45.4500
1
.11
.11
.11
.11.
.11
45.7000
1
.11
.21
.11
.11
.11
45.9500
I
.11
.11
.11
.11
.11
46.2000
1
.11
.11
.11
.11
.11
46.4500
1
.11
.11
.11
.11
.11
46.7000
1
.11
.11
.11
.11
.11
46.9500
1
.11
.11
.11
.11
.11
47.2000
1
.11
.11
.11
.11
.11
47.4500
1
.11
.11
.11
.11
.11
47.7000
1
.11
.11
.11.
.11
.11
47.9500
1
.11
.11
.11
.11
.11
48.2000
1
.11
.I1
.11
.11
.11
48-4500
1
.11
.11
.11
.11
.11
48.7000
1
.11
.11
.11
.11
.11
48.9500
1
.11
.11
.11
.11
.11
49.2000
1
.11
.11
.11
.11
.11
49.4500
1
.11
.11
.11
.11
.11
49.7000
1
.11
.21
.11
.11
.11
49.9500
1
.11
.11
.11
.11
.11
50.2000
1
.11
.11
.11
.11
.11
50.4500
I
.11
.11
.11
.11
.11
50.7000
1
.11
.11
.11
.11
.11
50.9500
1
.11
.11
.11
.11
.11
51.2000
1
.11
.1]
.11
.11
.11
51.4500
1
.11
.11
.11
.11
.11
51.7000
1
.11
.11
.11
.11
.11
51.9500
1
.11
.11
.10
.10
.10
52.2000
I
.10
.10
.10
.10
.10
52.4500
1
.10
.10
.10
.10
.10
52.7000
1
.10
.10
.10
.10
.10
52.9500
1
.10
.10
.10
.10
.10
53.2000
1
.10
.10
.10
.10
.10
53.4500
1
.10
.10
.10
.10
.10
53.7000
1
.10
.10
.10
.10
.20
53.9500
1
.10
.10
.10
.10
.10
54.2000
1
.10
.10
.10
.10
.1.0
54.4500
1
.10
.10
.10
.10
.10
54.7000
1
.10
.10
.10
.10
.10
54.9500
I
.10
.10
.10
.10
.10
55.2000
1
.10
.10
.10
.10
.10
SIN: 12YXYWHPC440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:2.0 AM 7/17/2009
�• Il

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 1
File.... X:\MCD - MCDonald5\0817 - Beaufort
Storm... TyneIII 24hr Tag: ]
Page 5.08
Event: 1 yr
NC 32-1426\Engineering\Stormwater\Design.ppw
HYDROGRAPH
ORDINATES
(cfs)
Time 1
Output Time
increment
= .0500 hrs
hrs
Time on
left represents
time for
first value in
each row.
___----
---------
55.4500
I----------------------------_------_---'
.10
.10
.10
.10
.10
55.7000
.10
.10
.10
.10
.10
55.9500
1
.10
.10
.10
.10
.10
56.2000
I
.10
.10
.10
.10
.10
56.4500
1
.10
.10
.10
.10
.10
56.7000
I
.10
.10
.10
.10
.10
56.9500
1
.10
.10
.10
.10
.10
57.2000
1
.10
.10
.10
.10
.10
57.4500
1
.10
.10
.10
.10
.10
57.7000
1
.10
.10
.10
.10
.10
57.9500
1
.10
.10
.10
.10
.10
58.2000
1
.10
.10
.10
.10
.10
58.4500
1
.10
.10
.10
.10
.10
58.7000
1
.10
.10
.10
.10
.10
58.9500
1
.10
.10
.10
.10
.10
59.2000
1
.10
.10
.10
.10
.10
59.4500
1
.10
.10
.10
.10
.10
59.1000
1
.10
.10
.10
.10
.10
59.9500
1
.10
.10
.10
.10
.10
60.2000
1
.10
.10
.10
.10
.10
60.4500
1
.10
.10
.10
.10
.10
60.7000
1
.10
.10
.10
.10
.10
60.9500
1
.10
.10
.10
.10
.10
61.2000
1
.10
.10
.10
.10
.10
61.4500
1
.10
.10
.10
.10
.10
61.7000
1
.10
.10
.10
.10
.10
61.9500
1
.10
.10
.10
.10
.10
62.2000
1
.10
.10
.10
.10
.10
62.4500
1
.10
.10
.10
.10
.10
62.7000
1
.10
.10
.10
.10
.10
62.9500
1
.10
.09
.09
.09
.09
63.2000
1
.09
.09
.09
.09
.09
63.4500
1
.09
.09
.09
.09
.09
63.7000
1
.09
.09
.09
.09
.09
63.9500
1
.09
.09
.09
.09
.09
64.2000
1
.09
.09
.09
.09
.09
64.4500
1
.09
.09
.09
-09
.09
64.7000
1
.09
.09
.09
.09
.09
64.9500
1
.09
.09
.09
.09
.09
65.2000
1
.09
.09
.09
.09
.09
65.4500
1
.09
.09
.09
.09
.09
65.7000
1
.09
.09
.09
.09
.09
65.9500
1
.09
.09
.09
.09
.09
66.2000
1
.09
.09
.09
.09
.09
66.4500
1
.09
.09
.09
.09
.09
S/N: 12YXYWHPG440
Bentley PondPack (10.00-022.00)
8:20 AM
Bentley Systems, Inc.
7/1-1/2009
29

Type....
Pond Routed HYG (total
out)
Page
5.09
Name....
POND
OUT Tao:
1
Event:
1 yr
File....
X:\MCD
- MCDonalds\0817
- Beaufort,
NC
32-1426\Engineering\Stormwa
ter\Des ign.ppw
Storm...
TypeIIi
24hr Tag:
1
HYDROGRAPH
ORDINATES
(cfs)
Time
I
Output
Time increment
= .0500 hrs
his
I Time
on left represents
time
for
first value
in each
row-
---------
66.7000
I --------------------------------------------------------------
1
.09
.09
.09
.09
.09
66.9500
1
.09
.09
.09
.09
.09
67.2000
1
.09
.09
.09
.09
.09
67.4500
1
.09
.09
.09
.09
.09
67.7000
1
.09
.09
.09
.09
.09
67.9500
1
.09
.09
.09
.09
.09
68.2000
1
.09
.09
.09
.09
.09
68.4500
1
.09
.09
.09
.09
.09
68.7000
1
.09
.09
.09
.09
.09
68.9500
1
.09
.09
.09
.09
.09
69.2000
1
.09
-09
.09
.09
.09
69.4500
1
.09
.09
.09
.09
.09
69.7000
1
.09
.09
.09
.09
.09
69.9500
1
.09
.09
.09
.09
.09
70.2000
1
.09
.09
.09
.09
.09
70.4500
1
.09
.09
.09
.09
.09
70.7000
1
.09
.09
.09
.09
.09
70.9500
1
.09
.09
.09
.09
-09
71.2000
I
.09
.09
.09
.09
.09
71.4500
1
.09
.09
.09
.09
.09
71.7000
1
.09
.09
.09
.09
.09
71.9500
1
.09
.09
.09
.09
.09
72.2000
1
.09
.09
.09
.09
-09
72.4500
1
.09
.09
.09
.09
.09
72.7000
1
.09
.09
.09
.09
.09
72.9500
1
.09
.09
.09
.09
.09
73.2000
1
.09
.08
.08
.08
.08
73.4500
1
.08
.08
.08
.08
.08
73.7000
1
.08
.08
.08
.08
.08
73.9500
1
.06
.08
.08
.08
.08
74.2000
1
.08
.08
.08
.08
.08
74.4500
1
.08
.08
.08
.08
.08
74.7000
1
.08
.08
.08
.08
.08
74.9500
1
.08
.06
.08
.08
.08
75.2000
1
.08
.08
.08
.08
.06
75.4500
1
.08
.08
.08
.08
.08
75.7000
1
.08
.08
.08
.08
.08
75.9500
I
.08
.08
.08
.08
.08
76.2000
1
.08
.08
.08
.08
.08
76.4500
1
.08
.08
.08
.08
.08
76.7000
1
.08
.08
.08
.08
.08
76.9500
1
.08
.08
.08
.08
.08
77.2000
1
.08
.08
.08
.08
.08
77.4500
1
.08
.08
.08
.08
.08
77.7000
1
.06
.08
.08
.08
.08
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
6C1

Type.... Pond Routed HYG (tots) out)
Name.... POND OUT Tag: ].
File.... X:\MCD - He Donalds\0817 - Beaufort
Storm... TypeTII 24hr Tag: 1
Page 5.10
Event: 1 yr
NC 32-1426\Engineering\Stormwater\Design.ppw
HYDROGRAPH ORDINATES (cfs)
Time
I
Output Time
increment = .0500
hrs
hrs
I
'rime on left represents
time for first value in
_______
each row.
___
77.9500
1
.08
.08
.08
.08
.08
78.2000
1
.08
.08
.08
.08
.08
78.4500
1
.08
.08
.08
.08
.08
78.7000
1
.08
.08
.08
.08
.08
78.9500
1
.08
.08
.08
.08
.08
79.2000
1
.08
.08
.08
.08
.08
79.4500
1
.08
.08
.08
.08
.08
79.7000
1
.08
.08
.08
.08
.08
79.9500
1
.08
.08
.08
.08
.08
80.2000
1
.08
.08
.08
.08
.08
80.4500
1
.08
.08
.08
.08
.08
80.7000
1
.08
.08
.08
.08
.08
80.9500
1
.08
.08
.08
.08
.08
81.2000
1
.08
.08
.08
.08
.08
81.4500
1
-08
.08
.08
.08
-08
81.7000
1
.08
.08
.08
.06
.08
81.9500
1
.08
.08
.08
.08
.08
82.2000
1
.08
.08
.08
.08
.08
82.4500
1
.08
.08
.08
.08
.08
82.7000
1
.08
.08
.08
.08
.08
82.9500
1
.08
.08
.08
.08
.08
83.2000
1
.08
.08
.08
.08
-08
83.4500
1
.08
.08
.08
.08
-08
83.7000
1
.08
.08
.08
.08
.08
83.9500
1
.08
.08
.08
.08
.08
84.2000
1
.08
.08
.08
.06
.07
84.4500
1
.07
.V
.07
.07
.07
84.7000
1
.07
.07
.07
.07
.07
84.9500
1
.07
.07
.07
.07
.07
85.2000
1
.07
.07
.07
.07
.07
85.4500
1
.07
.07
.07
.07
.07
85.7000
1
.07
.07
.07
.V
.07
85.9500
1
-07
.07
.07
.07
.07
86.2000
1
.07
.07
.07
.07
.07
86.4500
1
.07
.07
.07
.07
.07
86.7000
1
.07
.07
.07
.07
.07
86.9500
1
.07
.07
.07
.07
.07
87.2000
1
.07
.07
.07
.07
.07
87.4500
1
.07
.07
.07
.07
.07
87.7000
I
.07
.07
.07
.07
.07
87.9500
1
.07
.07
.07
.07
.07
88.2000
1
.07
.07
.07
.07
.07
88.4500
1
.07
.07
.07
.07
.07
88.7000
1
.07
.07
.07
.07
.07
88.9500
1
.07
.07
.07
.07
.07
S/N: 1.2YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 1
File.... X:\MCD - MCDonalds\0817 - Beaufort
Storm... TypeIIi 24hr Tao: 1
Page 5.11
Event: 1 yr
NC 32-1426\End ineex:ing\Stormwa ter\Des ign.ppw
HYDROGRAPH
ORDINATES
(cfs)
Time
I
Output Time
increment
= .0500 hrs
hrs
Time on left represents
time for
first value in
each row.
89.2000
_____________
1
.07
__________-__
.07
.07
.07
.07
89.4500
1
.07
.07
.07
.07
.07
89.7000
1
.07
.07
.07
.07
.07
89.9500
1
.07
.07
.07
.07
.07
90.2000
1
.07
.07
.07
.07
.07
90.4500
1
.07
.07
.07
.07
.07
90.7000
1
.07
.07
.07
.07
.07
90.9500
1
.07
.07
.07
.07
.07
91.2.000
1
.07
.07
.07
.07
.07
91.4500
1
.07
.07
.07
.07
.07
91.7000
1
.07
.07
.07
.07
.07
91.9500
1
.07
.07
.07
.07
.07
92.2000
1
.07
.07
.07
.07
.07
92.4500
1
.07
.07
.07
.07
.07
92.7000
1
.07
.07
.07
.07
.07
92.9500
1
.07
.07
.07
.07
.07
93.2000
1
.07
.07
.07
.07
.07
93.4500
1
.07
.07
.07
.07
.07
93.7000
1
.07
.07
.07
.07
.07
93.9500
1
.07
.07
.07
.07
.07
94.2000
1
.07
.07
.07
.07
.07
94.4500
1
.07
.06
.06
.06
.06
94.7000
1
.06
.06
.06
.06
.06
94.9500
1
.06
.06
.06
.06
.06
95.2000
1
.06
.06
.06
.06
.06
95.4500
1
.06
.06
.06
.06
-06
95.7000
1
.06
.06
.06
.06
.06
95.9500
.06
.06
.06
.06
.06
96.2000
.06
.06
.06
.06
.06
96.4500
1
.06
.06
.06
.06
.06
96.7000
1
.06
-06
.06
.06
.06
96.9500
1
.06
.06
.06
.06
.06
97.2000
1
.06
.06
.06
.06
.06
97.4500
1
.06
.06
.06
.06
.06
97.7000
1
.06
.06
.06
.06
.06
97.9500
1
.06
.06
.06
.06
.06
98.2000
1
.06
.06
.06
.06
.06
98.4500
.06
.06
.06
.06
.06
98.7000
1
.06
.06
.06
.06
.06
96.9500
1
.06
.06
.06
.06
.06
99.2000
1
.06
.06
.06
.06
.06
99.4500
1
.06
.06
.06
.06
.06
99.7000
1
.06
.06
.06
.06
.06
99.9500
1
.06
.06
.06
.06
.06
100.2000
1
.06
.06
.06
.06
.06
SIN: 12YXYWHPG440
Bentley Pond Pack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 1
Page 5.12
Event: 1 yr
Fi. le....
X:\MCD
- MCDonalds\0817
- Beaufort,
NC
32-1426\Engineering\Stormwater\Des i gn.ppw
Storm...
TypeIII
24hr Tag:
1
HYDROGRAPH ORDINATES
(cfs)
Time
I
Output
Time increment
= .0500 hrs
hrs
I Time on left represents time
for
------------------------
first value in
each row.
-------
100.4500
I -------
1
.06
.06
-06
.06
.06
100.7000
1
.06
.06
.06
.06
.06
100.9500
1
.06
06
.06
.06
.06
101.2000
1
.06
.06
.06
.06
.06
101.4500
1
.06
.06
.06
.06
.06
101.7000
1
.06
.06
.06
-06
.06
101.9500
1
.06
.06
.06
.06
.06
102.2000
1
.06
.06
.06
.06
.06
102.4500
1
.06
.06
.06
.06
.06
102.7000
1
.06
.06
.06
.06
.06
102.9500
1
.06
.06
.06
.06
.06
103.2000
1
.06
.06
.06
.06
.06
103.4500
1
.06
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009

Type.... Pond Routed HYG (total out) Page 5.13
Name.... POND OUT Tag: 1 Event: 1 yr
File.... X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\Des i. gn. ppw
Storm... TvpeIII 24hr Tag: 1
LEVEL POOL ROUTING SUMMARY
HYG Dir = X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\
Inflow HYG file = NONE STORED - POND IN 10
Outflow HYG file = NONE STORED - POND OUT 10
Pond Node Data = POND
Pond Volume Data = POND
Pond Outlet Data = Outlet
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
7.00
ft
Starting
Volume =
0
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment
=
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
20.62
cfs at 12.1000 hrs
Peak
Outflow =
9.40
cfs at 12.3000 hrs
------------------------------------------------------
Peak
Elevation =
9.05
it
Peak
Storage =
41739
cu.ft
MASS BALANCE (cu.ft)
--------------------------
4 Initial Vol = 0
+ HYG Vol IN = 81606
- Infiltration = 0
- HYG Vol OUT = 74245
- Retained Vol = 7355
Unrested Vol = -5 cu.ft
(.0078 of Inflow Volume)
WARNING: Outflow hydrograph truncated on right side.
S/N: 12'iXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009

Type.... Pond Routing Summary
Name.... POND OUT Tag:
File.... X:\MCD - VcDonalds\0817
Storm... TypeIII 24hr Tag:
10
Page 5.14
Event: 10 yr
- Beaufort, NC 32-1426\Engineering\Stormwater\Design. ppw
10
POND ROUTED TOTAL OUTFLOW HYG...
HYG file =
HYG ID = POND OUT
HYG Tag = 10
-----------------------------------
Peak Discharge = 9.40 cfs
Time to Peak = 12.3000 his
HYG Volume = 74245 tuft
-----------------------------------
WARNING: Hydrograph truncated on right side.
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output Time
increment
= .0500 hrs
his
I
Time on left represents
time for
first value in
each row.
1.9000
--------------------------------------------------------------
1
.00
.00
.00
.00 -
.00
2.1500
1
.00
.00
.00
.00
.00
2.4000
1
.00
.00
.00
.00
.00
2.6500
1
.00
.00
.00
.00
.00
2.9000
1
.00
.00
.00
.00
.00
3.2500
1
.00
.00
.00
-00
.00
3.4000
1
.00
.00
.00
.00
.00
3.6500
1
.00
-00
.00
.00
.00
3.9000
1
.00
.00
.00
.00
.00
4.1500
1
.00
.00
.00
.00
.00
4.4000
1
.00
.00
.00
.01
-01
4.6500
1
.01
.01
.01
.01
.01
4.9000
.01
.01
.01
.01
.01
5.1500
1
.01
.01
.01
.01
.01
5.4000
1
.01
.01
.01
.01
.01
5.6500
1
.02
.01
.01
.01
-01
5.9000
1
.02
.01
.01
.01
.01
6.1500
1
.01
.01
.02
.02
.02
6.4000
1
.02
.02
.02
.02
.02
6.6500
1
.02
.02
.02
.02
.02
6.9000
1
.02
.02
.03
.03
.03
7.1500
1
.03
.03
.03
.03
.03
7.4000
1
.03
.03
.03
.03
.03
7.6500
1
.03
.04
.04
.04
.04
7.9000
1
.04
.04
.04
.04
.04
8.1500
1
.04
.04
.04
.04
.04
8.4000
(
.04
.04
.04
.05
.05
8.6500
1
.05
.05
.05
.05
.05
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00) 8:20 AM
Bentley Systems, Inc.
7/17/2009 Ilk

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 10
File.... X:\MCD - MCDonalds\0817 - Beaufort
Storm... TypeIll 24hr Tag: 10
Page 5.15
Event: 10 yr
NC 32-1426\Engineering\Stormwa ter\Des ign. pow
HYDROGRAPH ORDINATES (cfs)
Time
I
Output
Time
increment = .0500
hrs
hrs
I
Time on left represents
time for first
_--------___
value in
each
row-
_
---------
8.9000
__________
_____
05
.05
_
.05
.05
.05
9.1500
1
.05
.06
.06
.06
.06
9.4000
1
.06
.06
.06
.06
.06
9.6500
1
.06
.06
.06
.06
.06
9.9000
1
.06
.V
.07
.07
.07
10.1500
1
.07
.07
.07
.07
.07
10.4000
1
.07
.V
.07
.07
.08
10.6500
1
.06
.08
.08
.08
.08
10.9000
1
.08
.08
.08
.08
.06
11.1500
1
.08
.09
.09
.09
.09
21.4000
1
.09
.09
.09
.09
.10
11.6500
1
.10
.10
.10
.11
.11
11.9000
1
.11
.12
.12
.46
3.38
12.1500
1
6.76
8.72
9.37
9.40
9.09
12.4000
1
8.58
7.91
7.17
6.45
5.73
12.6500
1
3.09
4.54
4.10
3.60
3.54
12.9000
1
3.30
3.09
2.89
2.72
2.56
23.2500
1
2.42
2.29
2.19
2.10
2.02
13.4000
1
1.95
1.89
1.83
1.78
1.73
13.6500
1.69
1.64
1.60
1.57
1.53
13.9000
1
1.51
1.49
1.47
1.44
1.42
14.1500
1
1.40
1.38
1.36
1.34
1.32
14.4000
1
1.30
1.28
1.26
1.24
1.23
14.
6500 1
1.21
1.19
1.18
1.16
1.14
14.
9000 1
1.13
1.11
1.10
1.08
1.07
15.1500
1
1.05
1.04
1.02
1.01
.99
15.4000
1
.98
.96
.95
.93
.92
15.6500
1
.90
.89
.87
.86
.84
15.9000
1
.83
.81
.80
.79
.77
16.1500
1
.76
.75
.73
.72
.71
16.4000
1
.70
.69
.68
.67
.66
16.6500
1
.65
.65
.64
.63
.62
16.9000
1
.61
.61
.60
.59
.59
17.1500
1
.58
.57
.56
.56
.55
17.4000
.54
.54
.53
.52
.52
17.6500
1
.51
.50
.50
.49
.49
17.9000
1
.48
.47
.47
.46
.45
18.1500
1
.45
.44
.44
.43
.43
18.4000
1
.42
.42
.42
.41
.41
18.6500
1
.41
.40
.40
.40
.40
18.9000
1
.39
.39
.39
.39
.36
19.1500
1
.38
.38
.38
.37
.37
19.4000
1
.37
.37
.37
.36
.36
19.6500
1
.36
.36
.36
.35
.35
19.9000
1
.35
.35
.35
.34
.34
S/N: 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/1//2009 '45

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 10
File.... X:\MCD - Mc Donalds\0817 - Beaufort
Storm... TypeIIl 24hr Tag: 10
Page 5.16
Event: 10 yr
NC 32-1426\Engineering\Stormwater\Design.ppw
HYDROGRAPH
ORDINATES (cfS)
Time
I
Output Time
increment = .0500
hrs
hrs
I
Time on left represents
time for first value in
-----------------
each row.
---------
20.1500
I ---------------
1
.34
.34
--._-------
.34
.33
.33
20.4000
1
.33
.33
.33
.33
.33
20.6500
1
.32
.32
.32
.32
.32
20.9000
1
.32
.31
.31
.31
.31
21.1500
1
.31
.31
.31
.30
.30
21.4000
1
.30
.30
.30
.30
.30
21.6500
1
.29
.29
.29
.29
.29
21.9000
1
.29
.29
.28
.28
.28
22.1500
1
.28
.28
.28
.28
.27
22.4000
1
.27
.27
.27
.27
.27
22.6500
1
.27
.26
.26
.26
.26
22.9000
1
.26
.26
.26
.25
.25
23.1500
1
.25
.25
.25
.25
.25
23.4000
1
.24
.24
.24
.24
.24
23.6500
1
.24
.24
.23
.23
.23
23.9000
1
.23
.23
.23
.22
.21
24.1500
1
.19
.17
.15
.13
.13
24.4000
1
.13
.13
.13
.13
.13
24.6500
1
.13
.13
.13
.13
.13
24.9000
1
.13
.13
.13
.13
.13
25.1500
1
.13
.13
.13
.13
.13
25.4000
1
.13
.13
.13
.13
.13
25.6500
1
.13
.13
.13
.13
.13
25.9000
1
.13
.13
.13
.13
.13
26.1500
1
-13
.13
.13
.13
.13
26.4000
1
.13
.13
.13
.13
.13
26.6500
1
.13
.13
.13
.13
.13
26.9000
1
.13
.13
.13
.13
.13
27.1500
1
.13
.13
.13
.13
.13
27.4000
1
.13
.13
.13
.13
.13
27.6500
1
.13
.13
.13
.13
.13
27.9000
1
.13
.13
.13
.13
.13
28.1500
1
.13
.13
.13
.13
.13
28.4000
1
.13
.13
.13
.12
.12
28.6500
1
.12
.12
.12
.12
.12-
28.9000
I
.12
.12
.12
.12
.12
29.1500
1
.12
.1.2
.12
.12
.12
29.4000
1
.12
.12
.12
.12
.12
29.6500
1
.12
.12
.12
.12
.12
29.9000
1
.12
.12
.12
.12
.12
30.1500
1
.12
.12
.12
.12
.12
30.4000
1
.12
.12
.12
.12
.12
30.6500
1
.12
.12
.12
.12
.12
30.9000
1
.12
.12
.12
.12
.12
31.1500
1
.12
.12
.12
.12
.12
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00) 6:20 AM
Bentley Systems, Inc.
7/17/2009 A
"l

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 10
Page 5.17
Event: 10 yr
File....
X:\MCD
- MCDonalds\0817
- Beaufort,
NC
32-1426\Engineering\Stormwater\Design .ppw
Storm...
TypeIII
24hr Tag:
10
HYDROGRAPH
ORDINATES
(cfs)
Time
I
Output
Time increment
= .0500 hrs
hrs
I Time
on left represents time
for
first value in
each row.
_---------
------_--
31.4000
I ---------_
1
---.--------------------
.12
.12
.12
.12
.12
31.6500
.12
.12
.12
.12
.12
31.9000
1
.12
.12
.12
.12
.12
32.1500
1
.12
.12
.12
.12
.12
32.4000
1
.12
.12
.12
.12
.1.2
32.6500
1
.12
.12
.12
.12
.12
32.9000
1
.12
.12
.12
.12
.12
33.2500
1
.12
.12
.12
.12
.12
33.4000
1
.12
.12
.12
.12
.12
33.6500
1
.12
.12
.12
.12
.12
33.9000
1
.12
.12
.12
.12
-12
34.1500
1
.12
.12
.12
.12
.12
34.4000
1
.12
-12
.12
.12
.12
34.6500
1
.12
.12
.12
.12
.12
34.9000
1
.12
.12
.12
.12
.12
35.1500
1
.12
.12
.12
.12
.12
35.4000
1
.12
.12
.12
.12
.12
35.6500
1
.12
.12
.12
.12
.12
35.9000
1
.12
.12
.12
.12
.12
36.1500
1
.12
.12
.1.2
.12
.12
36.4000
1
.12 -
.12
.12
.12
.12
36.6500
1
.12
.12
.12
.12
.12
36.9000
1
.12
.12
.12
.12
.12
37.1500
1
.12
.12
.12
.12
.12
37.4000
1
.12
.12
.12
.12
.12
37.6500
1
.12
.12
.12
.12
.12
37.9000
1
.12
.12
.12
.12
.12
38.1500
1
.12
.12
.12
.1.2
.12
38.4000
1
.12
.12
.12
.12
.12
38.6500
1
.12
.12
.12
.12
.12
38.9000
I
.12
.12
.12
.12
.12
39.2500
1
.12
.12
.12
.12
.12
39.4000
I
.12
.12
.12
.12
.12
39.6500
1
.12
.12
.12
.12
.12
39.9000
1
.12
.12
.12
.12
.12
40.1500
1
.12
.12
.12
.12
.12
40.4000
1
.12
.12
.12
.12
.12
40.6500
1
.12
.12
.12
.12
.12
40.9000
1
.11
.11
.11
.11
.11
41.1500
1
.11
.11
.11
.11
.11
41.4000
1
.11
.11.
.11
.11
.11
41.6500
1
.11
.11
.11
.11
.11
41.9000
1
.11
.11
.11
.11
.11
42.1500
I
.11
.il
.11
.11
.11
42.4000
1
.11
.11
.11
.11
.11
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009 ^

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 10
File.... X:\MCD - MCDonalds\0817 - Beaufort
Storm... TyneIII 24hr Tag: 10
Page 5.18
Event: 10 yr
NC 32-1426\Engineering\Stormwater\Design.ppw
HYDROGRAPH
ORCINATES
(cfs)
Time
I
Output Time
increment
= .0500 hrs
hrs
Time on left represents
time for
_____________________
first value in
each row.
42.6500
-_-_________
1
.11
.11
.11
.11
.11
42.9000
1
.11
.11
.11
.il
.11
43.1500
I
.11
.11
.11
.11
.11
43.4000
1
.11
.11
.11
.11
.11
43.6500
I
.11
.11
.11
.11
.11
43.9000
1
.11
.11
.11
.11
.11
44.1500
1
.11
.11
.11
.11
.11
44.4000
1
.11
.11
.11
.11
.11
44.6500
1
.11
.11
.11
.11
.11
44.9000
1
.11
.11
.11
.11
.11
45.1500
1
.11
.11
.11
.11
.11
45.4000
1
.11
.11
.11
.11
.11
45.6500
1
.11
.11
.11
.11
.11
45.9000
1
.11
.11
.11
.11
.11
46.1500
1
.11
.11
.11
.11
.11
46.4000
1
.11
.11
.11
.11
.11
46.6500
1
.11
.11
.11
.11
.11
46.9000
1
.11
.11
.11
.11
.11
47.1500
1
.11
.11
.11
.11
.11
47.4000
1
.11
.11
.11
.11
.11
47.6500
1
.11
.11
.11
.11
.11
47.9000
1
.11
.11
.11
.11
.11
48.1500
48.4000
48.6500
1
.11
.11
.11
.11
.11
48.9000
1
.11
.11
.11
.11
.11
49.1500
1
.11
.11
.11
.11
.11
49.4000
1
.11
.11
.11
.11
.11
49.6500
1
.11
.11
.11
.11
.11
49.9000
1
.11
.11
.11
.11
.11
50.1500
1
.11
.11
.11
.11
.11
50.4000
1
.11
.11
.11
.11
.11
50.6500
1
.11
.11
.11
.11
.11
50.9000
1
.11
.11
.11.
.11
.11
51.1500
1
.11
.11
.11
.11
.11
51.4000
1
.11
.11
.11
.11
.11
51.6500
1
.11
.11
.11
.11
.11
51.9000
1
.11
.11
.11
.11
.11
52.1500
1
.11
.11
.11
.11
.10
52.4000
1
.10
.10
.10
.10
.10
52.6500
1
.10
.10
.10
.10
.10
52.9000
1
.10
.10
.10
.10
.10
53.1.500
1
.10
.10
.10
.10
.10
53.4000
1
.10
.10
.10
.10
.10
53.6500
1
.10
.10
.10
.10
.1.0
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009

Type....
Pond Routed HYG
(total out)
Page 5.19
Name....
POND
OUT
Tag: 10
Event: 10 yr
File....
X:\MCD
- McDonalds\0817 - Beaufort,
NC
32-1426\Eng i.
neering\Stormwa ter\Des ign.ppw
Storm...
TypeIII
24hr Tao: 10
HYDROGRAPH ORDINATES
(cfs)
Time
I
Output Time increment
= .0500 hrs
hrs
I Time
on left
represents time
for
first value
in each row.
___
_________
53.9000
______________________________________
1
.10
.10
.10
.10
.10
54.1500
1
.10
.10
.10
.10
.10
54.4000
1
.10
.10
.10
.10
.10
54.6500
1
.10
.10
.10
.10
.10
54.9000
1
.10
.10
.10
.10
.10
55.1500
1
.10
.10
.10
.10
.10
55.4000
1
.10
.10
.10
.10
.10
55.6500
1
.10
.10
.10
.10
.10
55.9000
1
.10
.10
.10
.10
.10
56.1500
1
.10
.10
.10
.10
.10
56.4000
1
.10
.10
-10
.10
.10
56.6500
1
.10
.10
.10
.10
.10
56.9000
1
.10
.10
.10
.10
.10
57.1500
1
.10
.1.0
.10
.10
.10
57.4000
1
.10
.20
.10
.10
.10
57.6500
1
.10
.10
.10
.10
.10
57.9000
1
.10
.10
.10
.10
.10
58.1500
1
.10
.10
.10
.10
.10
58.4000
I
.10
.10
.10
.10
.10
58.6500
1
.10
.10
.10
.10
.10
58.9000
1
.10
.10
.10
.10
.10
59.1500
1
.10
.10
.10
.10
.10
59.4000
1
.10
-10
.10
.10
.10
59.6500
1
.10
.10
.10
.10
.10
59.9000
1
.10
.10
.10
.10
.10
60.1500
1
.10
.10
.10
.10
.10
60.4000
1
.10
.10
.10
.10
.10
60.6500
1
.10
.10
.10
.10
.10
60.9000
1
.10
.10
.10
.10
.10
61.1500
1
.10
.10
.10
.10
.20
61.4000
1
.10
.10
.10
.10
.10
61.6500
1
.10
.10
.10
.10
.10
61.9000
1
.10
.10
.20
.10
.10
62.1500
1
.10
.10
.10
.10
.10
62.4000
1
.10
.10
.10
.10
.10
62.6500
1
.10
.10
.10
.10
.10
62.9000
1
.10
.10
.10
.10
.10
63.1500
1
.10
.10
.10
.10
.09
63.4000
1
.09
.09
.09
.09
.09
63.6500
1
.09
.09
.09
.09
.09
63.9000
1
.09
.09
.09
.09
.09
64.1500
1
.09
.09
.09
.09
-09
64.4000
1
.09
.09
.09
.09
-09
64.6500
1
.09
.09
.09
.09
.09
64.9000
1
.09
.09
.09
.09
.09
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
IMMIMM.
Bentley Systems, Inc.
7/17/2009

Type.... Pond Routed HYG (total out)
Page 5.20
Name....
POND
OUT Tag:
10
Event: 10 yr
File....
X:\MCD
- McDonalds\0817
- Beaufort,
NC
32-1426\Engineering\Stormwa
ter\Design. ppw
Storm...
TypeIII
24hr Tag:
10
HYDROGRAPH ORDINATES
(cfs)
Time
I
Output
Time increment
= .0500 hrs
hrs
I Time
on left represents time
for
first value
__-------___
in each row.
__-
---------
65.1500
I--__
1
.09
_
.09
.09
.09
.09
65.4000
1
.09
.09
.09
.09
.09
65.6500
1
.09
.09
.09
.09
.09
65.9000
1
.09
.09
.09
.09
.09
66.1500
1
.09
.09
.09
.09
.09
66.4000
1
.09
.09
.09
.09
.09
66.
6500 1
.09
.09
.09
.09
.09
66.9000
1
.09
.09
.09
.09
.09
67.1500
1
.09
.09
.09
.09
.09
67.4000
1
.09
-09
.09
.09
.09
67.6500
1
.09
.09
.09
.09
.09
67.9000
1
.09
.09
.09
.09
.09
68.1500
1
.09
.09
.09
.09
-- .09
68.4000
1
.09
.09
.09
.09
.09
68.6500
1
.09
.09
.09
.09
.09
66.9000
.09
.09
.09
.09
.09
69.1500
.09
.09
.09
.09
.09
69.4000
1
.09
.09
.09
.09
.09
69.6500
1
.09
.09
.09
.09
.09
69.9000
1
.09
.09
.09
.09
.09
70.1500
1
.09
.09
.09
.09
.09
70.4000
1
.09
.09
.09
.09
.09
70.6500
1
.09
.09
.09
.09
.09
70.9000
1
.09
.09
.09
.09
.09
71.1500
1
.09
.09
.09
.09
.09
71.4000
1
-09
.09
.09
.09
.09
71.6500
1
.09
.09
.09
.09
.09
71.9000
1
.09
.09
.09
.09
.09
72.1500
1
.09
.09
.09
.09
.09
72.4000
1
.09
.09
.09
.09
.09
72.6500
1
.09
.09
.09
.09
.09
72.9000
1
.09
.09
.09
.09
.09
73.1500
1
.09
.09
.09
.09
.09
73.4000
1
.09
.09
.09
.09
.08
73.6500
1
.08
.08
.08
.08_
.08
73.9000
1
.08
.08
.08
.08
.08
74.1500
I
.08
.08
.08
.08
.08
74.4000
1
.08
.08
.08
.08
.08
74.6500
1
.08
.08
.08
.08
.08
74.9000
1
.08
.08
.08
.08
.08
75.1500
1
.08
.06
.08
.08
.08
75.4000
1
.08
.08
.08
.08
.08
75.6500
1
.08
.08
.08
.06
.08
75.9000
1
.08
.08
.08
.08
.08
76.1500
1
.08
.08
.08
.08
.08
S/N: 12YXYWHPG440
Bentley POndPack (10-00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
11

Type.... Pond Routed HYG (total out)
Page 5.21
Name....
POND
OUT Tag:
10
Event: 10 yr
File....
X:\MCD
- McDonalds\0817
- Beaufort,
NC
32-1426\Encineerina\Stormwater\Design.ppw
Storm...
Typelll
24hr Tag:
10
HYDROGRAPH
ORDINATES
(cfs)
Time
I
Output
Time increment
= .0500 hrs
hrs
I Time on left represents time
for
first value
in each row.
---------
76.4000
I--------------------------------------------------------------
1
.08
.08
.08
.OB
.08
76.6500
1
.08
.08
.08
.08
.08
76.9000
1
.08
.08
.08
.08
.08
77.1500
1
.08
.08
.08
.08
.08
77.4000
1
.08
.08
.08
.08
.08
77.6500
1
.08
.08
.08
.08
.08
77.9000
1
.08
.08
.08
.08
.08
78.1500
1
.08
.06
.08
.08
.08
78.4000
1
.08
.08
.08
.08
.08
78.6500
1
.08
.08
.08
.08
.08
78.9000
1
.08
.08
.08
.08
.08
79.1500
1
.08
.06
.08
.08
.08
79.4000
1
.08
.08
.08
.08
.08
79.6500
1
.08
.08
-08
.08
.08
79.9000
I
.08
.08
.08
.08
.08
80.1500
1
.08
.08
.08
.08
.08
80.4000
1
.08
.08
.08
.08
.08
80.6500
1
.08
.08
.08
.08
.08
80.9000
1
.08
.08
.08
.08
.08
81.1500
1
.08
.08
.06
.08
.08
81.4000
1
.08
.08
.08
.08
.08
81.6500
1
.08
.08
.08
.08
.08
81.9000
1
.08
.08
.08
.08
.OB
82.1500
1
.08
.08
.08
.08
.08
82.4000
1
.08
.08
.08
.08
.08
82.
6500 1
.08
.08
.08
.08
.08
82.9000
1
.08
.08
.08
.08
.08
83.1500
I
.08
.08
.08
.06
.08
83.4000
1
.08
.0B
.08
.08
.08
83.6500
1
.08
.08
.08
.08
.OB
83.9000
1
.08
.08
.06
-08
.08
84.1500
1
.08
.08
.08
.08
.08
84.4000
.06
.08
.08
.06
.08
84.6500
1
.08
.V
.07
.07
.07
84.9000
1
.V
.07
.07
.07
.07
85.1500
1
.07
.07
.07
.07
.07
85.4000
1
.07
.07
.07
.07
.07
85.6500
1
.V
.07
.07
.07
.07
85.9000
1
.07
.07
.07
.07
.07
86.1500
1
.07
.V
.07
.07
.07
86.4000
1
.07
.V
.V
.07
.07
86.6500
1
.07
.07
-07
-07
.07
86.9000
1
.07
.07
.07
.07
.07
87.1500
1
.07
.07
.07
.07
.07
67.4000
I
.07
.07
.V
.07
.07
SIN: 12YXYNHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009
I

Tvpe.... Pond Routed HYG (total
out)
Page 5.22
Name.... POND
OUT Tag:
10
Event: 10 yr
File.... X:\MCD
- Mc Donalds\0817
- Beaufort,
NC
32-1426\Engineering\Stormwater\
Design .ppW
Storm... TypeIII
24hr Tag:
10
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output
Time increment
= .0500 hrs
hrs I Time
on left represents
''=ime
for
first value
in each row.
-------- I ----__
87.6500 1
.07
----------------------------------------.
.07
.07
.07
.07
87.9060 1
.07
.07
.07
.07
.07
88.1500 1
.07
.07
.07
.07
.07
88.4000 1
.07
.07
.07
.07
.07
88.6500 1
.07
.07
.07
.07
.07
88.9000 1
.07
.07
.07
.07
.07
89.1500 1
.07
.07
.07
.07
.07
89.4000 1
.07
.07
.07
.07
.07
89.6500 1
.07
.07
.07
.07
.07
89.9000 1
.07
.07
.07
.07
.07
90.1500 1
.V
.07
.07
.07
.07
90.4000 1
.07
.07
.07
.07
.07
90.6500 1
.07
.07
.07
.07
.07
90.9000 1
.07
.07
.07
.07
.07
91.1500 1
.07
.07
.07
.07
.07
91.4000 1
.07
.07
.07
.07
.07
91.6500 1
.07
.07
.07
.07
.07
91.9000 1
.07
.07
.07.
.07
.07
92.1500 1
.07
.07
.07
.V
.07
92.4000 1
.07
.07
.07
.V
.07
92.6500 1
.07
.07
.07
.07
.07
92.9000 1
.07
.07
.07
.07
.07
93.1500 1
.07
.07
.07
.07
.07
93.4000 1
.07
.07
.07
.07
.07
93.6500 I
.07
.07
.07
.07
.07
93.9000 1
.07
.07
.07
.07
.07
94.1500 1
.07
.07
.07
.07
.07
94.11000 1
.07
.07
.07
.07
.07
94.6500 1
.07
.07
.07
.07
.06
94.9000 1
.06
.06
.06
.06
.06
95.1500 1
.06
.06
.06
.06
.06
95.4000 I
.06
.06
.06
.06
.06
95.6500 1
.06
.06
.06
.06
.06
95.9000 1
.06
.06
.06
.06
.06
96.A 500 1
.06
.06
.06
.06
.06
96.4000 1
.06
.06
.06
.06
.06
96.6500 1
.06
.06
.06
.06
.06
96.9000 1
.06
.06
.06
.06
.06
97.1500 1
.06
.06
.06
.06
.06
97.4000 1
.06
.06
.06
.06
.06
97.6500 1
.06
.06
.06
.06
.06
97.9000 1
.06
.06
.06
.06
.06
98.2500 1
.06
.06
.06
.06
.06
98.4000 1
.06
.06
.06
.06
.06
98.6500 1
.06
.06
.06
.06
.06
SIN`. 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009
VV

Type.... Pond Routed HYG (total out) Page 5.23
Name.... POND OUT Tan: 10 Event: 10 yr
File.... X:\MCD - Mc Donalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\Design. ppw
Storm... TvpeI1I 24hr Tag: 10
HYDROGRAPH ORDINATES (cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
Time on left
represents
time for
first value in
each row.
--------- I --------------------------------------------------------------
98.9000 1
.06
.06
.06
.06
.06
99.1500 1
.06
.06
.06
.06
.06
99.4000 1
.06
.06
.06
.06
.06
99.6500 1
.06
.06
.06
.06
.06
99.9000 1
-06
.06
.06
.06
.06
100.1500 1
.06
.06
.06
.06
.06
100,4000 1
.06
.06
-06
.06
.06
100.6500 1
.06
.06
.06
.06
.06
100.9000 1
.06
.06
.06
.06
.06
102.1500 1
.06
.06
.06
.06
.06
101.4000 1
.06
.06
.06
.06
.06
101.6500 1
.06
.06
.06
.06
.06
101.9000 1
.06
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00) 8:20 AM
Bentley Systems, Inc.
7/17/2009

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 10
File.... X:\MCD - MCDonalds\0817 - Beaufort
Storm... TypeII1 24hr Tag: 10
Page 5.24
Event: 10 yr
NC 32-1426\Engineering\Stormwater\Desian.pow
LEVEL POOL ROUTING SUMMARY
HYG Dir = X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Enaineering\Stormwater\
Inflow HYG file = NONE STORED - POND IN 100
Outflow HYG file = NONE STORED - POND OUT 100
Pond Node Data = POND
Pond Volume Data = POND
Pond Outlet Data = Outlet
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
7.00-It
Startina
Volume =
0
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qent=
.00
cfs
Time Increment =
.0500�hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
34.81
cfs at 12.1000 hrs
Peak
Outflow =
18.27
cfs at 12.2500 hrs
-----------------------------------------------------
Peak
Elevation =
9.69
ft
Peak
Storage =
57190
cu.ft
MASS BALANCE (cu.ft)
--------------------------
4 Initial Vol = 0
+ HYG Vol IN = 141745
- Infiltratio❑ = 0
- HYG Vol OUT = 134175
- Retained Vol = 7563
Unrouted Vol = -6 cu.ft (.004€ of Inflow Volume)
WARNING: Outflow hydrograph truncated on right side.
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009

Type.... Pond Routing Summary
Name.... POND OUT Tag:
File.... X:\MCD - MCDonalds\0817
Storm... TypeIII 24hr Tao:
Page 5.25
100 Event: 100 yr
- Beaufort, NC 32-1426\Engineering\Stormwater\Design.ppw
100
POND ROUTED TOTAL OUTFLOW HYG...
HYG file =
HYG ID = POND OUT
HYG Tag = 100
-----------------------------------
Peak Discharge = 18.27 cfs
Time to Peak = 12.2500 hrs
HYG Volume = 234175 cu.ft
-----------------------------------
WARNING: Hydrograph truncated on right side.
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time '.
ncrement
= .0500 hrs
his
I
Time on left represents
time for
first value in
each row.
1.1500
1
.00
.00
.00
.00
.00
1.4000
1
.00
.00
.00
.00
.00
1.6500
1
.00
.00
.00
.00
.00
1.9000
I
.00
.00
.00
.00
.00
2.1500
1
.00
.00
.00
.00
.00
2.4000
1
.00
.00
.00
.00
.00
2.6500
1
.00
.00
.00
.00
.00
2.9000
1
.00
.00
.01
.01
.01
3.1500
1
.01
.01
.01
.01
.01
3.4000
.01
.01
.01
.01
.01
3.6500
1
.01
.01
.01
.01
.01
3.9000
1
.01
.01
.01
.01
.01
4.1500
1
.01
.02
.02
.02
.02
4.'4000
1
.02
.02
.02
.02
.02
4.'6500
I
.02
.02
.02
.02
.03
4.9000
1
.03
.03
.03
.03
.03
5.,1500
1
.03
.03
.03
.03
.03
5.4000
1
.03
.04
.04
.04
.04
5.6500
1
.04
.04
.04
.04
.04
5.9000
1
.04
.04
.04
.04
.04
6.1500
1
.04
.04
.04
.04
.05
6.4000
1
.05
.05
.05
.05
.05
6.6500
1
.05
.05
.05
.05
.05
6.
9000 1
.05
.05
.05
.06
.06
7.1500
1
.06
.06
.06
.06
.06
7.4000
1
.06
.06
.06
.06
.06
7.6500
1
.06
.06
.06
.06
.06
7.9000
1
.06
.07
.07
.07
.07
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00) 8:20 AM
Bentley Systems, Tue.
7/17/2009

Type....
Pond Routed
HYG
(total. out)
Pace 5.26
Name....
POND
OUT
Tay:
100
Event:
100
yr
File....
X:\MCD
- McDonalds\0817
- Beaufort,
NC
32-1426\Engineering\Stormwater\Design.ppw
Storm...
TypeIII
24hr
Tag:
100
HYDROGRAPH
ORDINATES (cfs)
Time
I
Output
Time
increment
= .0500 hrs
hrs
Time on
left
represents
time for
first value
in
each row.
---------
6.1500
__________O___________O
1
______.____________
.07
.07
.07
8.4060
1
.07
.07
.07
.07
.07
8.6500
1
.08
.08
.08
.08
.06
8.90.60
1
.08
.08
.08
.08
.08
9.1500
I
.08
.08
.08
.08
.09
9.4000
1
.09
.09
.09
.09
.09
9.6500
1
.09
.09
.09
.09
.09
9.9600
1
.10
.10
.10
.10
.1.0
10.1500
1
.10
.10
.10
.10
.10
20.4000
1
.10
.11
.11
.11
.11
30.6500
1
.11
.11
.11
.11
.13
10.9000
1
.11
.12
.12
.12
.12
11.1500
I
.12
.12
.12
.12
.12
11.4000
1
.13
.13
.13
.46
1.04
11.6500
1
1.81
3.11
4.60
6.43
8.37
11.9000
1
10.44
12.39
14.11
15.44
16.77
12.1500
1
17.78
18.24
18.27
18.11
17.83
12.4000
1
17.43
16.94
16.36
15.68
14.99
12.6500
1
14.29
13.60
12.29
10.80
8.99
22.9000
1
7.61
6.66
5.91
5.29
4.79
13.1500
1
4.38
4.06
3.85
3.66
3.50
13.4000
1
3.36
3.24
3.13
3.03
2.94
13.E500
1
2.86
2.78
2.71
2.64
2.58
13.6000
1
2.52
2.46
2.40
2.34
2.29
14.1.500
1
2.24
2.20
2.16
2.12
2.08
14.4000
1
2.05
2.02
1.99
1.96
1.93
14.6500
1
1.90
1.86
1.85
1.83
1.80
34.9000
1
1.77
1.75
1.72
1.70
1.68
15.1500
1
1.65
1.63
1.60
1.58
1.55
15.A000
1
1.53
1.52
1.50
1.49
1.47
15.6500
1
1.45
1.43
1.41
1.39
1.37
15.9000
1
1.35
1.33
1.31
1.29
1.27
16.1500
1
1.25
1.23
1.21
1.19
1.18
16.4000
1
1.16
1.15
1.13
1.12
1.10
16.,6500
1
1.09
1.08
1.06
1.05
1.04
16.9000
1
1.02
1.01
1.00
.99
.98
17.1500
1
.97
.95
.94
.93
.92
17.4000
1
.91
.90
.89
.B8
.87
17.6500
1
.85
.84
.83
.82
.81
17:.
9000 1
.80
.79
.78
.77
.76
28.1500
1
.75
.74
.73
.72
.72
18.4000
1
.71
.70
.70
.69
.69
18.6500
1
.68
.68
.67
.67
.66
16-9000
1
.66
.65
.65
.64
.64
19,.1500
1
.64
.63
.63
.63
.62
S/N: 12YXYwHPG440
Bentley PondPack (10.00.022.00) 8:20 AM
Bentley Systems, Inc.
7/17/2009
gb

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 100
File.... X:\MCD - MCDonalds\0817 - Beaufort
Storm... TypeIII 24hr Tag: 100
Page 5.27
Event: 100 yr
NC 32-1426\Engineering\Stornnwater\Design.ppw
HYDROGRAPH
ORDINATES (cfs)
Time
Output Time
increment = .0500 hrs
hrs
I
Time on left represents
time for first
----------------------------
value in
each row.
---------
19.4000
I ----
1
.62
.62
.61
.61
.60
19.6500
1
.60
.60
.59
.59
.59
19.9000
1
.58
.58
.58
.58
.57
20.1500
1
.57
.57
.56
-56
.56
20.4000
1
.55
.55
.55
.55
.54
20.6500
1
.54
.54
.54
.53
.53
20.9000
1
.53
.53
.52
.52
.52
21.1500
1
.52
.51
.51
.51
.51
21.4000
1
.50
.50
.50
.50
.49
21.6500
1
.49
.49
.49
.48
.48
21.9000
1
.48
.48
.48
.47
.47
22.1500
1
.47
.47
.46
.46
.46
22.4000
1
.46
.45
.45
.45
.45
22.6500
1
.44
.44
.44
.44
.44
22.9000
1
.43
.43
.43
.43
.42
23.1500
1
.42
.42
.42
.41
.41
23.4000
1
.41
.41
.40
.40
.40
23.6500
I
.40
.39
.39
.39
.39
23.9000
1
.39
.36
.38
.37
.35
24.1500
1
.31
.28
.25
.23
.20
24.4000
1
.16
.16
.14
.13
.13
24.6500
1
.13
.13
.13
.13
.13
24.9000
1
.13
.13
.13
.13
.13
25.1500
1
.13
.13
.13
.13
.13
25.4000
1
.23
.13
.13
.13
.13
25.0500
1
.13
.13
.13
.13
.13
25.9000
1
.13
.13
.13
.13
.13
26.1500
1
.13
.13
.13
.13
.13
26.4000
1
.13
.13
.13
.13
.13
26.6500
1
.13
.13
.13
.13
.13
26.9000
1
.13
.13
.13
.13
.13
27.1500
1
.13
.13
.13
.13
.13
27.4000
1
.13
.13
.13
.13
.13
2.7.6500
1
-13
.13
.13
.13
.13
27..9000
1
.13
-13
.13
.13
.13
28.1500
1
.13
.13
.13
.13
.13
28.4000
1
.13
.13
.13
.13
.13
28.6500
1
.13
.13
.12
.12
.12
26.9000
1
.12
.12
.12
.12
.12
29.1500
1
.12
.12
.12
.12
.12
29.4000
1
.12
.12
.12
.12
.12
29.6500
1
.12
.12
.12
.12
.12
29.9000
1
.12
.12
.12
.12.
.12
30.1500
1
.12
.12
.12
.12
.12
30.4000
1
.12
.12
.12
.12
.12
SIN: 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009

'Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 100
File.... X:\MCD - MCDonalds\0817 - Beaufort
Storm... TypeIII 24hr Tag: 100
Page 5.26
Event: 100 yr
NC 32-1426\Engineering\Stormwater\Design. ppw
HYDROGRAPH
ORDINATES (cfs)
Time
I
Output Time
increment = .0500 hrs
hrs
I
Time on left represents
time for first
_______________
value in
each row.
__
30.6500
1
.12
.12
.12
.12
.12
30.9000
1
.12
.12
.12
.12
.12
31.1500
1
.12
.12
.12
.12
.12
31.4000
1
.12
.12
.12
.12
.12
31.6500
1
.12
.12
.12
.12
.12
31.9000
1
.12
.12
.12
.12
.12
32.2500
1
.12
.12
.12
.12
.12
32.4000
1
.12
.12
.12
.12
.12
32.6500
1
.12
-12
.12
.12
.12
32.9000
1
.12
.12
.12
.12
.12
33.1500
1
.12
.12
.12
.12
.12
33.4000
1
.12
.12
.12
.12
.12
33.6500
I
.12
.12
.12
.12
.12
33.9000
1
.12
.12
.12
.12
.12
34.1500
1
.12
.12
.12
.12
.12
34.4000
1
.12
.12
.12
.12
.12
34.6500
1
.12
.12
.12
.12
.12
34.9000
1
.12
.12
.12
.12
.12
35.1500
I
.12
.12
.12
.12
.12
35.4000
1
.12
.12
.12
.12
.12
35.6500
1
.12
.12
.12
.12
.12
35.9000
1
.12
.12
.12
.12
.12
36.1500
1
.12
.12
.12
.12
.12
36.4000
1
.12
.12
.12
.12
.12
36.6500
1
.12
.12
.12
.12
.12
36.9000
1
.12
.12
.12
.12
.12
37.1500
1
.12
.12
.12
.12
.12
37.4000
1
.12
.12
.12
.12
.12
37.6500
1
.12
.12
.12
.12
.12
37.�9000
1
.12
.12
.12
.12
.12
38.1500
1
-12
.12
.12
.12
.12
38.'4000
1
.12
.12
.12
.12
.12
38.'6500
1
.12
.12
.12
.12
.12
38.9000
1
.12
.12
.12
.12
.12
39.1500
1
.12
.12
.12
.12
.12
39.4000
1
.12
.12
.12
.12
.12
39.6500
1
.12
.12
.12
.12
.12
39.9000
1
.12
.12
.12
.12
.12
40.1500
1
.12
.12
.12
.12
.12
40.4000
1
.12
.12
.12
.12
.12
40.6500
1
.12
.12
.12
.12
.12
40.9000
1
.12
.12
.12
.12
.12
41.1500
1
.11
.11
.11
.11
.11
41.4000
1
.11
.11
.11
.11
.11
41,.6500
1
.11
.11
.11
.11
.11
S/N: 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009
W

Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 100
Pile.... X:\MCD - McDonalds\0817 - Beaufort
Storm... TypeIII 24hr Tag: 100
Page 3.29
Event: 100 yr
NC 32-1426\Engineering\Stormwater\Design.ppw
HYDROGRAPH ORDINATES (cfs)
Time I
Output Time increment
= .0500
firs
hrs I
Time on left represents time
for first value in
________ ____________
each row.
41.9000 I
.11
.11
.11
.11
.11.
42.1560 1
.11
.11
.11
.11
.11
42.4000 1
.11
.11
.11
.11
.11
42.6500 1
.11
.11
.11
.11
.11
42.9000 1
.11
.11
.11
.11
.11
43.1500 1
.11
-11
.11
.11
.11
43.4000 I
.11
.11
.11
.11
-11
43.6500 1
.11.
.11
.11
.11
.11
43.9000 1
.11
.11
.11
.11
.11
44.1500 1
.11
.11
.11
.11
.11
44.4000 1
.11
.11
.11
.11
.11
44.6500 1
.11
.11
.11
.11
.11
44.9000 1
.11
.11
.11
.11
.11
45.1500 1
.11
.11
.11
.11
.11
45.4000 1
.11
.11
.11
.11
.11
45.6500 1
.11
.11
.11
.11
.11
45.9000 1
.il
.11
.1]
.11
.11
46.1500 1
.11
.11
.11
.11
.11
46.4000 1
.11
.11
.11
.11
-11
46.6500 1
.11
.11
.11
.21
-11
46.9000 1
.11
.11
.11
.11
-11
47.1'500 1
.11
.11
.11
.11
.11
47.4000 1
.11
.11
.11
.11
.11
47.6500 I
.11
.11
.11
.11
.11
47.9000 1
.11
.11
.11
.11
.11
48.1500 1
.11
.11
.11
.11
.11
48.4000 1
.11
.11
.11
.11
.11
48.(3500 1
.11
.11
48.9000 1
.11
.11
.11
49.1500 1
.11
.11
.11
49.4000 1
.11
.11
.11
49.6500 1
.11
.11
.11
49.9000 I
.21
.11
.11
50.1500 1
.11
_ .11
.11
50.4000 1
.11
.11
.11
.11
.11
50.16500 1
.11
.11
.11
.11
.11
50.9000 1
.11
.1.1
.11
.11
.11
51.1500 1
.11
.11
.11
.11
.11
51.4000 1
.11
.11
.11
.11
.11
51.6500 1
.11
.11
.11
.11
-.11
51.9000 1
.11
.11
.11
.11
.11
52, 1500 1
.11
.11
.11
.11
.11
52.4000 1
.11
.11
.11
.11
.10
52.6500 1
.10
.10
.10
.10
.10
52.9000 1
.10
.10
.10
.10
.10
S/N: 12YXYWIIPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009

Type.... Pond Routed HYG (total. out)
Name.... POND OUT Tag: 100
File.... X:\MCD - McDonalds\0817 - Beaufort,
Storm... TypeIII 24hr Tag: 100
Page 5.30
Event: 100 yr
NC 32-1426\Engineering\Stormwater\Design.ppw
HYDROGRAPH ORDINATES (cfs)
Time I
Output Time
increment = .0500
hrs
hrs I
Time on left represents
time for first value in
each row.
--------- I --------------------
53.1500 1
.10
-----------------------------------------
.10
.10
.10
.10
53.4000 1
.10
.10
.10
.10
.10
53.6500 1
.10
.10
.10
.10
.10
53.9000 1
.10
.10
.10
.10
.10
54.2500 1
.10
.10
.10
.10
.10
54.4000 1
.10
.10
.10
.10
.10
54.6500 1
.10
.10
.10
.10
.20
54.9000 1
.10
.10
.10
.10
.10
55.1500 1
.10
.10
.10
.10
.10
55.4000 1
.10
.10
.10
.10
.10
55.6500 1
.10
.10
.10
.10
.10
55.9000 1
.10
.10
.10
.10
.10
56.1`.i00 1
.10
.10
.10
.10
.10
56.4000 1
.10
.10
.10
.10
.10
56.6500 1
.10
.10
.10
.10
.10
56.9000 1
.10
.10
.10
.10
.10
57.1500 1
.10
.10
.10
.10
.10
57.4000 1
.10
.10
.10
.20
.10
57.6500 1
.10
.20
.10
.10
.10
57.9000 1
.10
.10
.10
.10
.10
58.1500 1
.10
.10
.10
.10
.10
58.4000 1
.10
.10
.10
.10
.10
58.6500 1
.10
.10
.10
.10
.10
58.9000 1
.10
.10
.10
.10
.10
59.1500 1
.10
.10
.10
.10
.10
59.4000 1
.10
.10
.10
.10
.10
59.6500 1
.10
.10
.10
.10
.10
59.9000 1
.10
.10
.10
.10
.10
60.1500 1
.10
.10
.10
.10
.10
60.4000 1
.10
.10
.10
.10
.10
60.6500 1
.10
.10
.10
.10
-10
60.9000 1
.10
.10
.10
.10
.10
61.1500 1
.10
.10
.10
.10
.10
61.4000 I
.10
.10
.10
.10
.10
61.•6500 1
.10
.10
.10
.10
.10
61.9000 1
.10
.10
.10
.10
.10
62.1500 1
.10
.10
.10
.10
.10
62.14000 1
.10
.10
.10
.10
.10
6226500 1
.10
.10
.10
.10
.10
62.9000 1
.10
.10
.10
.10
.10
63.1500 1
-10
.10
.10
.10
.10
63:.4000 1
.10
.10
.10
.10
.09
63.6500 1
.09
.09
.09
.09
.09
63.9000 1
.09
.09
.09 -
.09
.09
64.1500 1
.09
.09
.09
.09
.09
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
yb

'I'vpe.... Pond Routed HYG (total out)
Name.... POND OUT Tag: 100
File.... X:\MCD - McDonalds\0817 - Beaufort
Storm... TypeIli 24hr Tag: 100
Page 5.32
Event: 100 yr
NC 32-1426\Engineering\Stormwater\Design.ppw
HYDROGRAPH
ORDINATES
(cfs)
Time
Output Time
increment
= .0500 hrs
hrs I
Time on left represents
time for
first value in
each row.
--__----- I -------------
64.4000 1
.09
.09
---------------------------------
.09
.09
.09
64.6500
.09
.09
.09
.09
.09
64.9000
.09
.09
.09
.09
.09
65.1500 1
.09
.09
.09
.09
.09
65.4000 1
.09
.09
.09
.09
.09
65.6500 1
.09
.09
.09
.09
.09
65.9000 1
.09
.09
.09
.09
.09
66.1500 1
.09
.09
.09
.09
.09
66.4000 1
.09
.09
.09
.09
.09
66.6500 1
.09
.09
.09
.09
.09
66.9000 1
.09
.09
.09
.09
-09
67.1500 1
.09
.09
.09
.09
.09
67.4000 1
.09
.09
.09
.09
.09
67.6500 1
.09
.09
.09
.09
.09
67.9000 I
.09
.09
.09
.09
.09
68.1500 1
.09
.09
.09
.09
.09
68A 000 1
.09
.09
.09
.09
.09
68.6500 1
.09
.09
.09
.09
.09
68.9000 1
.09
.09
.09
.09
.09
69.1500 I
.09
.09
.09
.09
.09
69.4000 I
.09
.09
.09
.09
.09
69.6500 1
.09
.09
.09
.09
.09
69.9000 1
.09
.09
.09
.09
.09
70.1500 1
-09
.09
.09
.09
.09
70.4000 1
.09
.09
.09
.09
.09
70..6500 1
.09
.09
.09
.09
.09
70.9000 1
.09
.09
.09
.09
.09
71.1500 1
.09
.09
.09
.09
.09
71.4000 1
.09
.09
.09
.09
.09
71.6500 1
.09
.09
.09
.09
.09
71.9000 1
.09
.09
.09
.09
.09
72.1500 1
-09
.09
.09
.09
.09
72.4000 1
.09
.09
.09
.09
.09
72.6500 1
.09
.09
.09
.09
.09
72.9000 1
.09
.09
.09
.09
.09
73.1500 1
.09
.09
.09
.09
.09
73.4000 1
.09
.09
.09
.09
.09
73,.6500 1
-09
.09
.09
.09
.08
73.9000 1
.08
.08
.08
.08
.08
74.1500 1
.08
.08
.08
.08
.08
74.4000 1
.06
.08
.08
.08
.08
74.6500 1
.08
.08
.08
.08
.06
74.9000 1
.08
.08
.06
.08
.08
75.1500 1
.08
.08
.08
.08
.08
75.4000 1
.08
.08
.08
.08
.08
SIN: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009

Type....
Pond Routed HYG (total
out)
Pace 5.32
Name....
POND
OUT Tag:
100
Event:
100 yr
File....
X:\MCD
- MCDonalds\0817
- Beaufort,
NC
32-1426\Engineering\Stormwater\Des i. gn.ppw
Storm...
TypeIII
24hr Tag:
100
HYDROGRAPH
ORDINATES
(cfs)
Time I
Output
Time increment
= .0500 hrs
hrs I Time
on left represents
time
for
first value in
each row.
75.6500
---------------------------------------------------------------
1
.08
.08
.08
.08
.08
75.9000
1
.08
.08
.08
.08
.08
76.1500
1
.08
.08
.08
.08
.08
76.4000
1
.08
.08
.08
.08
.08
76.6500
1
.08
.08
.08
.08
.08
76.9000
1
.08
.08
.08
.08
.08
77.1500
1
.08
.08
.08
.08
.08
77.
4'000 1
.08
.06
.08
.08
.08
77.6500
1
.08
.08
.08
.08
.08
77.9000
1
.08
.08
.08
.06
.08
78.1500
I
.08
.08
.OB
.08
.08
78.4000
1
.08
.08
.08
.08
.08
78.6500
I
.08
.08
.08
.08
.08
78.9000
1
.08
.08
.08
-08
.08
79.1500
1
.08
.08
.06
.08
.08
79.4000
1
.08
.08
.08
.08
.08
79.6500
1
.08
.08
.08
.08
.08
79.9000
I
.08
.08
.08
.08
.08
80.1500
1
.08
.08
.08
.08
.08
80.4000
1
.08
.08
.08
.08
.08
80.,6500
1
.08
.08
.08
.08
.08
8C.,9000
1
.08
.08
.08
.08
.08
81.1500
1
.08
.08
.08
.08
.08
81.4000
1
.08
.08
.08
.08
.08
81.6500
1
.08
.08
.08
.08
.08
81.9000
1
.08
.08
.08
.08
.08
82.1500
1
.08
.08
.08
.08
.08
82.4000
1
.08
.08
.08
.08
.08
82.6500
1
-08
.08
.08
.08
.06
62.9000
1
.08
.08
.08
.08
.08
83.1500
1
.08
.08
.08
.08
.08
83.4000
1
.08
.08
.08
.08
.08
83.6500
1
.08
.08
.08
.08
.08
83.9000
1
.08
.08
.08
.08
.08
84.1500
1
-08
.08
.08
.08
.08
84.4000
1
.08
.08
.08
.08
.08
84.6500
1
.08
.08
.08
.08
.08
84.9000
1
.08
.07
.07
.07
.07
85.1500
1
.07
.07
.07
.07
.07
85.4000
1
.07
.07
.07
.07
.07
85.6500
1
.07
.07
.07
.07
.07
85.9000
1
.07
.07
.07
.07
.07
86.1500
1
.07
.07
.07
.07
.07
86.4000
1
.07
.07
.07
.07
.07
86-
6500 1
.07
.07
.07
.07
.07
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
(Al

Type....
Pond Routed HYG (total
out)
Page 5.33
Name....
POND
OUT Tag:
100
Event:
100 yr
File....
X:\MCD -
MCDonalds\0817
- Beaufort,
NC
32-1426\Engineering\Stormwater\Design. ppw
Storm...
TypeIII
24hr Tag:
100
HYDROGRAPH
ORDINATES
(cfs)
Time
I
Output
Time increment
= .0500 hrs
hrs
Time
on left represents
time
for
first value in
each row.
-----
86.9000
---- I ------_
1
.07
----------------------------
.07
.07
.07
.07
87.1500
1
.07
.07
.07
.07
.07
87.4000
1
.07
.07
.07
.07
.07
87.6500
1
.07
.07
.07
.07
.07
87.
9000 1
.07
.07
.07
.07
.07
88.1500
1
.07
.07
.07
.07
.07
88.4000
1
.07
.07
.07
.07
.07
88.6500
1
.07
.07
.07
.07
.07
88.9000
1
.07
.07
.07
.07
.07
89.1500
1
.07
.01
.07
.07
.07
89.4000
1
.07
.07
.07
.07
.07
89.6500
1
.07
.07
.07
.07
.07
89.9000
1
.07
.07
.07
.07
.07
90.1500
1
.07
.07
.07
.07
.V
90.�000
1
.07
.07
.07
.07
.07
90.6500
1
.07
.07
.07
.07
.07
90.9000
1
.07
.07
.07
.07
.07
91.1500
1
.07
.07
.07
.07
.07
91.4000
1
.07
.07
.07
.07
.07
91.6500
1
.07
.07
.07
.07
.07
91.'9000
1
.07
.07
.07
.07
.07
92.1500
1
.07
.07
.07
.07
.07
92.4000
1
.07
.07
.07
.07
.07
92.6500
1
.07
.07
.07
.07
.07
92.9000
1
.07
.07
.07
.07
.07
93.2500
1
.07
.07
.07
.07
.07
93.4000
1
.07
.07
.07
.07
.07
93.6500
1
.07
.07
.07
.07
.07
93.9000
1
.07
.07
.07
.07
.07
94.1500
I
.07
.07
.07
.07
.07
94.4000
1
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.07
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94.6500
1
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.07
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94..9000
1
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.07
.07
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.06
95..1500
1
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.06
.06
.06
.06
95.4000
1
.06
.06
.06
.06
.06
95.6500
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.06
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95.9000
1
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96.4000
1
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96.9000
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S/N: 12YXYWHPG440 Bentley Systems, Inc.
Bentley PondPack (10.00.022.00) 8:20 AM 7/17/2009

Type.... Pond Routed HYG (total out) Page 5.34
Name.... POND OUT Tac: 100 Event: 100 yr
File.... X:\MCD - MCDonalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\Design. pew
HYDROGRAPH ORDINATES (cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
Time on
left represents
time for
first value in
each row.
---------
98.1500 1
.06
.06
______________________________
.06
.06
.06
98.4000 1
.06
.06
.06
.06
-06
98.6500 1
.06
.06
.06
.06
.06
98.9000 1
.06
.06
.06
.06
.06
99. 11500 1
.06
.06
.06
.06
.06
99.4000 1
-06
.06
.06
.06
.06
99.E500 1
.06
.06
.06
.06
.06
99. 9000 1
.06
.06
.06
.06
.06
100.1500 1
.06
.06
.06
.06
.06
100.4000
.06
.06
.06
.06
.06
100.6500 1
.06
.06
.06
.06
.06
100.9000 1
.06
.06
.06
.06
-06
101.1500 1
.06
S/N: 12YXYWHPG440
Bentley PondPack (10.00.022.00)
8:20 AM
Bentley Systems, Inc.
7/17/2009
li

Type.... Pond Routed HYG (total•ou t) Page 5.35
Name.... POND OUT Tag: 100 Event: 100 yr
File.... X:\MCD - Plc Donalds\0817 - Beaufort, NC 32-1426\Engineering\Stormwater\Design .ppw
_____ M ____-
Morehead City... 2.01, 2.02
_____ 0 _____
Outlet... 4.01, 4.04, 4.10
P -----
POND ... 3.01, 5.01, 5.03, 5.04,
5.14, 5.15, 5.25, 5.26
_____ W -----
Watershed ... 1.01
SIN: 12YXYWHPG440
Bentley PondPack 110.00.022.00) 8:20 AM
Bentley Systems, Inc.
7/17/2009 G�

COMMERCIAL
SITE DESIGN
July 14, 2009
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
RE: McDonald's - Beaufort, NC (32-1426)
Stormwater Project No. SW8 090620
Jones Company Pond, Carteret County
MCD-0817
Dear Ms. Lewis:
1111 2 0 2009 I 8312CreedmoorRoad Raleigh,NC27613
919.848.6121 Phone [phone] Fax
w w w. c s i t e d e 5 i 9 n. c o in
Please find our response to comments provided July 14, 2009, for the above referenced project.
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for Jones Company Pont on June 16, 2009, and requested additional information on
June 15, 2009. The requested information was submitted on July 9, 2009. A preliminary review
of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
Please provide the level spreader calculations, including how you determined that the 10
year storm peak flow rate is 8.86 efs.
Response: Level Spreader calculations provided in Level Spreader Supplement. 8.86
CFS changed to 9.40 CFS due to minor changes, see pond pack calculation
on page 45 of the storm water calculation booklet
2. Per the BMP Manual and published technical guidance, the average pond depth should be
rounded to the nearest one-half foot. Since the calculated value is 3.38 feet, please enter the
SA/DA tables with 3.5 feet.
Response: Updated to 3.5', however, the required surface area slightly changed, see wet
detention basin supplement and page 37 of the storm water calculation
booklet for these changes.
3. The temporary pool elevation. (TPE) reported on the supplement and calculations is 8.56,
but the reported temporary pool volume (TPV) appears to be based on the higher elevation
of 8.7. The TPE to report on the supplement is that elevation at which the overflow is set,
which, according to the pond details, is 8.7 and not 8.56, and the correct TPV to report is the
volume provided at the set overflow elevation. Please correct and revise the TPE reported
on the supplement and revise the pond cross-section detail to show a TPE of 8.7.
Response: Updated TPE to 8.7 on wet detention basin supplement

Ms. Linda Lewis
Environmental Engineer III
July 17, 2009
Page 2
RE AFIVFD
.ill- 2 0 2009
BY:_----
4. Please label Lot A and Lot B on sheet C-2. We need to be able to match them up to the deed
restrictions.
Response: Lots labeled. Please see plan sheet C-2.
5. The revised deed restriction document needs to be completed, signed, dated and notarized.
Response: Deed restriction document will be completed and submitted under a separate
package to arrive on 7120.
6. The 1 year 24 hour pre -development discharge rate appears to calculate the Rational C
runoff coefficient using the SCS Discrete Curve number method. Please do not mix
methods. A suitable range of Rational C runoff coefficient values for an undeveloped
wooded site is 0.15 to 0.25. This change will reduce the pre -development discharge rate.
Response: Updated C value to 0.25 per comment noted above which changed some
numbers slightly. inn addition, the orifice was updated from 3" to 2" Please
see wet detention basin supplement and page 36 in the stormwater
calculation booklet for these changes.
The total forebay volume provided is 23% of the total permanent pool volume, or 12,445
cubic feet. The allowable range is 18%-22%. Please reduce the forebay volume provided to
no more than 11,880 cubic feet.
Response: Updated the forebay areas to 22% maximum area. See the wet detention
basin supplement and page 37 of the storm water calculation booklet for
these changes.
8. Per Section 10.3.7 of the June 16, 2009 BMP Manual, a minimum of 50 plants per 200
square feet of shelf area is required. Please revise the required number of Pickeral Weed
plants reported on the landscaping plan to reflect the minimum number of plants and the
planting density of 50 plants per 200 square feet of shelf. Based on scaling the landscape
plan, the shelf is 656' long, so the area is 6560 sf. With 50 plants for every 200 sf required,
the minimum number of plants is 1640.
Response: Updated to shown 1640 plants per comment. Please see Landscape Schedule
on sheet L-1 a.
9. Sheets C-5a and L-1 a both have a note regarding the ten foot vegetated shelf area. This note
indicates that the shelf is sloped at 5:1. This is incorrect. The slope of the shelf is a
minimum of 10:1.
Response: Slope shelf revised to 10:1. See sheets C-5a and C-10 for these changes.
10. With a 10 foot wide shelf at a 10:1 slope, and with half of the shelf above permanent pool
and half of it below permanent pool, this correlates to an even shelf width of 5' above and 5'
below the permanent pool elevation. However, the pond detail on the landscape plan shows
the shelf below the 7.0 contour as being 3 foot wide, and the shelf above the 7.0 contour as
being 7 foot wide. Please correct.
Response: Updated See sheet L-la.
11. Please provide the dimensions for each contour line and the radius for each cu e-tha'makes
up the permanent pool surface area. The dimensions can be placed on either' e.'1 scap

Ms. Linda Lewis
Environmental Engineer III
July 17, 2009
Page 3
Ffill_ 2 0 20 99
BY:
plan, on the stormwater plan or as an inset detail on the detail sheet. This will help the
Division to verify that sufficient surface area is provided.
Response: Provider. See line tables on sheet C-5a.
12. Due to the significant application deficiencies, please submit a reapplication fee of $500.00.
Response: A check in the amount of $500 has been included with this resubmitta.
Please call if you have any questions concerning these responses.
Sincerely,
COMMERCIAL SITE DESIGN, PLLC
James D. Heizer
Project Manager
( rf\'�5;

Lewis,Linda
From:
Lewis, Linda
Sent:
Tuesday, July 14, 2009 1:15 PM
To:
Burchet ", 'Brian
Subject:
Jones Pond SW8 090620 Express Review Comments
Attachments:
090620.j u 109.doc
Brian:
Please see the attached letter.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Qualify
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

4
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
July 9, 2009
Howard. Cole Jones, III, President
Annie. L. Jones Company, Inc.
270 Steep Point Road
Beaufort, NC 28516
Subject: Request for AdditionalInformation
Stormwater Project No. SW8 090620
Jones Company Pond
Carteret County
Dear Mr. Jones:
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit Application for Jones
Company Pont on June 16, 2009, and requested additional information on June 15, 2009. The requested
information was submitted on July 9, 2009. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
Please provide the level spreader calculations, including how you determined that the 10 year
storm peak flow rate is 8.86 cfs.
Per the BMP Manual and published technical guidance, the average pond depth should be
rounded to the nearest one-half foot. Since the calculated value is 3.38 feet, please enter the
SA/DA tables with 3.5 feet.
The temporary pool elevation (TPE) reported on the supplement and calculations is 8.56, but
the reported temporary pool volume (TPV) appears to be based on the higher elevation of 8.7.
The TPE to report on the supplement is that elevation at which the overflow is set, which,
according to the pond details, is 8.7 and not 8.56, and the correct TPV to report is the volume
provided at the set overflow elevation. Please correct and revise the TPE reported on the
supplement and revise the pond cross-section detail to show a TPE of 8.7.
4. Please label Lot A and Lot B on sheet C-2. We need to be able to match them up to the deed
restrictions.
5. The revised deed restriction document needs to be completed, signed, dated and notarized.
6. The 1 year 24 hour. pre -development discharge rate appears to calculate the Rational C runoff
coefficient using the SCS Discrete Curve number method. Please do not mix methods. A
suitable range of Rational C runoff coefficient values for an undeveloped wooded site is 0.15 to
0.25. This change will reduce the pre -development discharge rate.
The total forebay volume provided is 23% of the total permanent pool volume, or 12,445 cubic
feet. The allowable:range is 18%-22%. Please reduce the forebay volume provided to no more
than 11,880 cubic feet.
Per Section 10.3.7 of the June 16, 2009 BMP Manual, a minimum of 50 plants per 200 square
feet of shelf area is required. Please revise the required number of Pickeral Weed plants
reported on the landscaping plan to reflect the minimum number of plants and the planting
density of 50 plants per 200 square feet of shelf. Based on scaling the landscape plan, the
shelf is 656' long, so the area is 6560 sf. With 50 plants for every 200 sf required, the minimum
number of plants is 1640.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877 623-6748 North Carolina
Internet:w .ncwaterquality.org Naturally
An Equal Opponunity 1 ARumarve Action Employer {.i/ �/:1 `{T { K``

Mr. Jones
July 14, 2009
Stormwater Application No. SW8 090620
Sheets C-5a and L-1a both have a note regarding the ten foot vegetated shelf
area. This note indicates that the shelf is sloped at 5:1. This is incorrect. The
slope of the shelf is a minimum of 10:1.
10. With a 10 foot wide shelf at a 10:1 slope, and with half of the shelf above
permanent pool and half of it below permanent pool, this correlates to an even
shelf width of 5' above and 5' below the permanent pool elevation. -However, the
pond detail on the landscape plan shows the shelf below the 7.0 contour as
being 3 foot wide, and the shelf above the 7.0 contour as being 7 foot wide.
Please correct.
11. Please provide the dimensions for each contour line and the radius for each
curve that makes up the permanent pool surface area. The dimensions can be
placed on either the landscape plan, on the stormwater plan or as an inset detail
on the detail sheet. This will help the Division to verify that sufficient surface area
is provided.
12. Due to the significant application deficiencies, please submit a reapplication fee
of $500.00.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to July 20, 2009, 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. Please
note that a second significant request for additional information may result in the return of the
project. If that occurs, you will need to reschedule the project through the Express coordinator
for the next available review date, and resubmit all of the required items, including the
application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. Any original documents that need to be
revised have been returned to the engineer or agent. All original documents must either be
revised and 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 [phone] or email
me at Iinda.lewis(a)ncdenr.gov.
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: S:\WQS\STORMWATER\ADDINFO\2009\090620.ju109
cc: Brian Burchett, P.E., Coastal Site Design (via email)
Linda Lewis
Page 2 of 2

�2EC]E��7FD
It ll_ 0 9 2009
8312CreedmoorRoad Raleigh,NC27613
COMMERCIAL $y:919.848.6121 Phone [phone] Fax
SITE DESIGN www.csitedesign.coIn
TRANSMITTAL COVER SHEET
Janet RLISSCII
C:
NCDE'INR (Wilmington Office)
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
SENDER:
, James D. Heizer
PROJECT NAME:
McDonald's— Beaufort, NC (32-1426)
DATE
07/O8/09
PROJECT NUMBER:
MCD-0817
❑ ONTRNICIJT ❑ REGULAR MAIL 0 HAND DELNIiR ❑ HOLD IOR PICK-UP
COPIES
DAZE
DESCRIPTION
2 sets
Civil Plans
2
Revised Siormwater Calculations
1
Updated O & N'I Agreement (Owner)
1
Updated Stormwater Management Application Form (Owner)
1
Updated Wet Detention Basin Supplement & Certification
1
Level Spreader & Vegetation Filter Application & Certification
1
Updated Deed Restrictions & Protective Covenant Application
1
Response to Commcnts
NOJESICOMMI-NIS:
Call or email me if you have any questions.
'I1Tanks, Jimmy

A,
COMMERCIAL
SITE DESIGN
June 23, 2009
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
RECF1�>�I�
II11, a7 9 2009 8312 Creedmoor Road Raleigh,NC27613
BY919.848.6121 Phone [phone] Fax
:
www.csitedesign.com
RE: McDonald's - Beaufort, NC 32-1426
MCD-0817
Dear Ms. Lewis:
RFC X/YVA ;»
mil. P 9 2009
BY:
Please find our response to comments provided June 18, 2009, for the above referenced project.
Ponds designed at 90% TSS do not require a vegetated filter. If the increased volume
requirement is a problem, you may want to consider designing a vegetated filter as the
secondary BMP instead of a whole pond. Please use the 10-year design storm to size the
associated level spreader instead of the BMP drawdown rate.
Response: The proposed stormwater design Has been revised to a single water quality
pond (sized for the appropriate water quality volume discussed) with a level
spreader/veg filter downstream sized for the 10 year design storm. See the
provided plans and stormwater management calculations.
The 2 ponds shown on the plans are the main pond and the required secondary 13MP for SA
waters. The discharge from a properly designed secondary BMP is not considered a direct
discharge to SA waters.
Response: Noted.
There are actually 2 separate projects, one being the high density subdivision with a wet pond
to serve 2 separate parcels, one of which is McDonalds; and the other is the oflsite
application for McDonalds itself. The two applications can be reviewed simultaneously, but a
separate offsite application fee is required for McDonalds. At this time, the "Master" wet
pond application has been accepted and will be reviewed in Express.'rhe offsite McDonald's
project may be submitted into the regular program, depending on schedule. If you choose to

Linda Lewis
NC Division of Water Quality
June 23, 2009
Page 2
utilize Express for the offsite review, please contact Janet Russell to schedule it. Off§ite
projects are reviewed for a fee of $2000.
Response: Noted McDonald's project will be submitted under the regular review cycle.
4. 1 checked the project location and verified that Turner Creek is SA from its source to Davis
Bay. I was confusing Turner Creek with Taylor's Creek, which is SC.
Response: Noted
5. Some of the built -upon area for the proposed McDonalds was not being collected. We
discussed the need to collect the runoff from these areas and the use of a trench drain and
provide revised plans.
Response: This will be corrected to the maximum ertent practicable at the time of the
McDonald's submittal.
The Jones Pond will receive a new permit number but the McDonalds will be permitted
under SW8 090526.
Response: Noted
As I indicated to you in the meeting, I have checked on the use of the SCS curve number
method to determine the pre and post development volumes. Per the BM Manual, this
method is acceptable only for sites that are submitted under the Low Impact Development
rules, which is a totally different concept. The standard method of calculating runoff volume
for mainline projects is found in Chapter 3 of the BMP Manual, Section 3.3.1, the Simple
Method.
Response: The water quality pond has been revised to account far the increased volume.
8. For calculating the 1 year 24 hour runoff volumes, the Rv value for the pre -developed site at
zero percent impervious is .05 and the Rv value for the post -developed site will the 0.69 that
you'calculated. The Rd value (runoff depth) for both pre and post is the 3.66" from the
NOAA chart. Substituting all these variables into the volume equation, V = 3630 * Rd * Rv
A(watershed area in acres), results in a difference of 31,550 cubic feet, which is well in
excess of the 8,208 you calculated, and in excess of the 13,793 cubic feet that the pond is
currently designed for.
Response: The water quality pond has been revised to account for the increased volume.

Linda Lewis
NC Division of Water Quality
June 23, 2009
Page 3
9. The application lists the receiving, stream as Town Creek, class SC, but the pond has been
designed for SA. We discussed Turner Creek as being the receiving stream, not Town Creek.
Response: Noted. This has been revised
10. One thing we did not discuss in the meeting is the orifice sizing. In addition to the 2-5 day
drawdown requirement, the flow rate through the orifice is also subject to confirmation that it
does not exceed the pre -development flow rate for the 1 year 24 hour storm.
Response: Noted This calculation is provided.
11. The predevelopment flow rate is detemrined by the Rational Method equation, Q=CIA as
found in Chapter 3 of the BMP manual. C is the predevelopment runoff coefficient (generally
about 0.25 for vegetated sites with no BUA), I is the 1 year 24 hr precipitation intensity from
the NOAA chart (generally the I yr 24 precipitation depth divided by 24), and A is the
drainage area in acres.
Response: Noted. This calculation is provided.
I2. The average head on the orifice is the total head divided by 3. This provides for a decreasing
flowrate as the head decreases. The size of this orifice will probably be increasing to deal
with the additional storage needed.
Response: Noted This has been revised
Please call if you have any questions concerning these responses.
Sincerely,
COMMERCIAL SITE DESIGN, PLLC
J me, D. Ileizer
Project Manager

Lewis,Linda
From: Lewis,Linda
Sent: Thursday, June 18, 2009 9:02 AM
To: 'Jon Aldridge'
Subject: Jones Pond SW8 090620
Jon:
Please add these comments to those previously emailed on June 15, 2009:
1. The application lists the receiving stream as Town Creek, class SC, but the pond has been designed
for SA. We discussed Turner Creek as being the receiving stream, not Town Creek.
2. The predevelopment flowrate is determined by the Rational Method equation, Q=CIA as found in
Chapter 3 of the BMP manual. C is the predevelopment runoff coefficient (generally about 0.25 for
vegetated sites with no BUA), I is the 1 year 24 hr precipitation intensity from the NOAA chart (generally
the 1 yr 24 precipitation depth divided by 24), and A is the drainage area in acres.
3. The average head on the orifice is the total head divided by 3. This provides for a decreasing flowrate
as the head decreases. The size of this orifice will probably be increasing to deal with the additional
storage needed.
Please address all of these comments and those from June 15, 2009, by June 25, 2009. If you need additional
time, please email me and request a time extension. A total of 2 time extensions, each not more than 10 days,
may be granted.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

COMMERCIAL
SITE DESIGN
0 one �S
Reov d 6-I(s-09
8312 Creedmoor Road Raleigh, NC27613
919.848.6121 Phone 919,848.3741 Fax
(C O'D www.csitedesign.com
TRANSMITTAL COVER SHEET
Janct Russell
cc:
NCDLsNR (Wilmington Office)
127 Cardinal Drive I st.
Wilmington, NC 28405
910-796-7215
SENDER:
James D. I-let7.er
PROJECT NAMP.:
44E{�""'..1.1�., rzEXIN Pi.� 11� (�+O �O�) W.
DATE:
06/15/09
PROJECT NUMBER:
MC-0817
❑ OVERNIGHT ❑ REGUTAR MAIL
El IIAND DELIVER ❑ 1101.1)1 OR PICK-UP
COPIES
DAIS
DESCRIPTION
2 sets
Civil Plans
2
Stormwater Calculations
1
$4,000 Check for Review
1
Deed Restrictions Sc Protective Covenant (Owner)
1
O & M Agreement (Owner)
1
Owner Permission l:,encr
1
Stormwater Nlanagement Application Donn (Owner)
1
Stormwater Management Application (McDonald's)
1
Off Site Supplement Fonn (McDonald's)
1
Wet Detention Basin Supplement
1
McDonald's USA, I..LC Certificate of VP
1
Infiltration Report
1
Soils Report
NOTES/COMMENTS:
Call or email the ifYOU have any questions.
'I'llanks, Jimmv
RECETVED
JUN 1 5 2009
BY:
r pcl

=BY:0
ECS CAROLWAS, LLP
Cwn© Geotechnical • Construction Materials • Eirvironmental • Facilities
November 24, 2008
Ms. Jami Bays
McDonald's-Raleigh Region
4601 Sac Forks Road, Ste. 200
Raleigh, North Carolina 27609
Re: Infiltration Evaluation
McDonald's #32-1426
Beaufort, Carteret County, North Carolina
ECS Project No. 22.14578
Dear Ms. Bays,
ECS Carolinas, LS P (ECS) recently conducted an infiltration evaluation for the proposed
infiltration areas at the above referenced site located at the comer of US Higbway 70 and
Carteret Road in Beaufort, Carteret County, North Carolina This letter, with attachments, is the
report of our evaluation.
Field Testing
On November 20, 2008, ECS conducted an exploration of the subsurface soil and groundwater
conditions at six requested locations shown on the attached Test Location Plan (Figure 1). The
test areas were field located utilizing a location plan provided by Commercial Site Design. The
purpose of this exploration was to obtain subsurface information of the in -place soils for the
proposed infiltration arc ECS explored the subsurface soil and groundwater conditions by
advancing one hand auger boring into the existing ground surface at the six requested boring
locations. ECS visually classified the subsurface soils and obtained representative samples of
each soil type encountered. ECS also recorded the groundwater level and the seasonal high
water level (SHWL) observed at the time of each hand auger boring. The attached Infiltration
Evaluation Form provides a summary of the subsurface conditions encountered at each hand
auger boring location.
The groundwater level and the SHWL were estimated at each boring location below the existing
grade elevation. Below is a summary of each boring location.
Location
water Level
SHWL
1
4 inches
0 inches
2
4 inches
0 inches
3
16 inches
0 inches
4
16 inches
0 inches
5
12 inches
0 inches
6
12 inches
0 inches
7211 Ogden Business Park- Suite 201 • Wilmington, NC 28411 • [phone]• Fax [phone]• www.ecslimitedcom
Asheville. NC - Charleston. SC - Cbarlotte, NC - Conover, NC •• Gmwsbom, NC • Greewile. SC - Fayetteville. NC • tittle River. SC
Raleigh. NC • Sv ansborn, NC • • Wilmington. NC
■ testing services only _

Infiltration Evaluation
McDonald's — 32-1426
Br fort, Carteret County. North Carolina
ECS Project No. 22.14578
Novmiber 24, 2008
RECETVEID
JUN 1 5 Z009
BY:
ECS have conducted six infiltration tests utilizing a compact constant head parneameter near
the hand auger borings to estimate the infiltration rate for the subsurface soils. Infiltration tests
are typically conducted at two feet above the SHWL. If the SHWL is less than two feet below
the existing grade elevation, then the test will be conducted at ten inches below the existing
grade elevation.
Field Test Results
Below is a summary of the infiltration test results:
Location
Lx-nE i lion
Depth
Inches/hour
1
Black/grey SILT
10 inches
0.0
w/sand
2
Blacklgrey, SILT
10 inches
0.0
w/sand
3
Grey sandy
10 inches
0.001
CLAY
4
Black/grey SILT
10 inches
0.001
Wsand
5
Black SILT
10 inches
0.0
w/sand
6
B!ack/M SILT
10 inches
0.0
Infiltration rates and SHWL may vary within the proposed site due to changes in elevation and
subsurface conditions. Test numbers 1, 2, 5, and 6 did not infiltrate due to the saturated
conditions of the soils at the test elevation.
If you have any questions regarding this report, please contact us at [phone].
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
CC: Nathan Nallainathart
Attachments: Figure 1- Test Location Plan
infiltration Evaluation
4A,a f/
Walid M. Sobh, P. E.
Principal Engineer
NC License No. 22983

Infiltration Evaluation
McDonald's — 32-1426
RECFTVFI�
JUN 1 5 2009
BY:
Beaufort, Carteret County, North Carolina
ECS ]Project No. 22.14578
November 20, 2008
Location Depth Soil Description
1 0-36" Black/grey SILT w/ sand
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 4 inches below the existing grade elevation.
Location Depth Soil Description
2 0-36" Black/grey SILT w/ sand
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 4 inches below the existing grade elevation.
Location Depth Soil Description
3 0-10" Black/grey sandy SILT
10"-36" Grey sandy CLAY
Seasonal High Water Table was estimated to be at 6 inches below the existing
grade elevation.
Infiltration Rate: 0.001 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 16 inches below the existing grade elevation.

Infiltration Evaluation
- McDonald's — 32-1426
Beaufort, Carteret County, North Carolina
ECS Project No. 22.14578
November 20, 2008
Location Depth Soil Description
4 0-18" Black/grey SILT w/sand
18"-36" Grey silty sandy CLAY
RECEIVED !
JUN 1 5 700,9
LY: _,
Seasonal High Water Table was estimated to be at 18 inches below the existing
grade elevation.
Infiltration Rate: 0.001 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 16 inches below the existing grade elevation.
Location Depth Soil Description
5 0-36" Black SILT w/sand
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 12 inches below the existing grade elevation.
Location Depth Soil Description
6 0-24" Black/grey SILT
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: 0.0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 12 inches below the existing grade elevation.

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENG]NEERING
ANALYSIS
NEW MCDONALD'S RESTAURANT (#032-1426)
BEAUFORT, NORTH CAROLINA
JUN I 5 2009
�2OR� `go
PREPARED FOR
MS.. JAM HAYS
MCDONALD'S USA, LLC-RALEIGH REGION
4601 SIX FORKS ROAD
SUITE 200
RALEIGH, NORTH CAROLINA 27609
ECS CAROLINAS, LLP PROJECT NO.: 22.14455-A
OCTOBER 30, 2008

ECS CAROLINAS, LLP
CAR© Geotechnical • Construction Materials • Environmental
Ms. Jami Hays
McDonald's USA, LLC-Raleigh Region
4601 Six Forks Road
Suite 200
Raleigh, North Carolina 27609
12ECF-T VET
JUN 1 5 2009
BY:_ -z -u 2S� ;�-b
October 30, 2008
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
New McDonald's Restaurant (#32-1426)
Beaufort, North Carolina
ECS Project No.: 22.14455-A
Dear Ms. Hays:
As authorized by your acceptance of our proposal number 22-11968, dated October 7, 2008, ECS
Carolinas, LLP has completed a subsurface exploration for the subject project. This report
presents the results of the field exploration; laboratory testing 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
Paul L. Zinnesker
Staff Geotechnical Project Manager
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 22983
(J,(a �
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No. 33751
&esD.skins, R P.E.
Chief Engineer
7211 Ogden Business Park- Suite 201 • Wilmington, NC 28411 • [phone]• Fax [phone]. www.ecslimited.com
Asheville, NC - Charleston. SC - Charlotte, NC - Conover, NC *- Greensboro, NC - Greenville. SC - Fayetteville, NC - Little River. SC
Raleigh, NC - Swansboro, NC * • Wilmington. NC
* testing services only

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
NEW MCDONALD'S RESTAURANT (#032-1426)
BEAUFORT, NORTH CAROLINA
PREPARED FOR:
MS. JAMI HAYS
MCDONALD'S USA, LLC-RALEIGH REGION
4601 SIX FORKS ROAD
SUITE 200
RALEIGH, NORTH CAROLINA 27609
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGD_ EN BUSINESS PARK
SUITE 201
WII:bHNGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.14455-A
V� INQ`INS. P.E.
GARo
i
'c SEAL T
033787
/0I,w' E.
NC LICENM G. 33751
OCTOBER 30, 2008
RE�EYV
JUN 1 5 2009
I
BY:

TABLE OF CONTENTS
RECEIVE; "
JtJN l 5 ?009
BY:
1.0 EXECUTIVE SUMMARY .............................. ............................................ ....................................... I
2.0 PROJECT OVERVIM.......................................................................................................................2
2.1 Project Information............................................................................................................................2
2.2 Scope of Work ........ :.......................................................................................................................... 2
2.3 Purpose of Exploration ......................................................................................................................2
3.0 EXPLORATION PROCEDURES ................................. .................. :............................................. ...... 3
3.1 Subsurface Exploration Procedures ...................................................................................................3
3.1.1 Soil Borings..................................................................................................................3
3.2 Laboratory Test Programs.....................................................................................................3
4.0 EXPLORATION RESULTS ... .................. ................ .................. _................................... .................. 4
4.1 Site Conditions..................................................................................................................................4
4.2 Regional Geology..............................................................................................................................4
4.3 Soil Conditions..................................................................................................................................4
4.4 Groundwater Conditions...................................................................................................................4
4.5 Laboratory Test Results........................................................................................................5
5.0 ANALYSIS AND RECOMMENDATIONS.......................................................................................6
5.1 Subecade Preparation.........................................................................................................................6
5.2 Engineered Fill Placement.................................................................................................................6
5.3 Foundations Recommendations.........................................................................................................8
5.4 Floor Slab Design..............................................................................................................................9
5.5 Seismic Site Determination and Liquefaction Potential....................................................................9
5.6 Pavement Recommendations.............................................................................................................9
5.7 Site Drainage...................................................................................................................................11
5.8 Construction Considerations...........................................................................................................11
6.0 CLOSING ......................... _.......................................................................... _.._......................... _...... 12
APPENDICES
APPENDIX A-F1GuREs
APPENDIX B-SPT BORING LAGS AND SOB. CLASSIFICATION SYVEM, DESCRIPTION, AND TERMINOLOGY
APPENDIX C-LABoRATORY TPsT ResuLTs
APPENDIX D-GENERAL CONDrrIONS
APPENDIX E-PROCEDURES REGARDING Fmw LOGS, LABORATORY DATA SHEm AND SAMPLES

Report of Subsurface Exploration and Geotechnical Engineering Analysis REC ETVFEID
Manatee Street McDonald's Restaurant (032-1426)
Beaufort NortbCarolina JUN i 5 Z009
ECS project No.: 2114455-A
1.0 EXECUTIVE SUMMARY BY:
This report contains the results of our subsurface exploration and geotechnical engineering analysis for
the site located at the comer of Live Oak Street and Carteret Drive in Beaufort, North Carolina. At the
time of our field exploration, the site was open and covered in grass, with a drainage ditch running along
the streets. The site was relatively level.
We understand that a new McDonald's restaurant will be constructed at the site. Project site
grading and structural information was riot available at the time this proposal was prepared, however, we
anticipate that new site grades will be similar to existing grades.
Approximately 6 inches of organic topsoil was reported:by the drillers at the boring locations. Beneath
the surface to a depth of at least 90 feet, the test borings typically encountered layers of loose to very
dense silty and clean sands (SM, SP), very soft to stiff sandy clays (CL), and very soft to firm sandy,
lean, and fat silts (NM, NIM.
In summary, the proposed construction 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 pressure of up to 1,500 pounds per square foot (psi) is recommended.for use in
proportioning shallow foundations. However, undercutting should be anticipated in the footing areas due
to the presence of soft clays and silts. We request the opportunity to review our foundation
recommendations once structural loads are determined.'
McDonald's (iM32-1426) - Beaufort, North Carolina
Bearing Capacity:
1,500 psf on approved in -situ soils or engineered fill
Foundations:
Shallow footings - minimum 2.5 feet lateral for column, 1.5 feet for strip
Floor Slab:
Ground -supported, wire -mesh reinforcement
Pavement: Asphalt
Light -duty- 3-inch surface mix over 6-inch ABC; Heavy-duty. 3.0 inch surface
mix over 6-inch ABC
Pavement: Concrete
6-inch FCC (comp. strength of 4,000 psi at 28 days) over 6-inch ABC
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 project 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.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Manatee Stnst McDonald's Restaurant (#032-1426)
Beaufort, North Carolina D �-.
ECSProjectNo.:22.14455-A RECETV JEER 1
2.0 PROJECT OVERVIEW JUNI 1 5 2009
2.1 Proiect Information BZ':
Our understanding of the proposed development is based upon our discussions with representatives of
McDonald's USA, LLC and the site map provided to ECS by McDonald's USA, LLC. The site is located
at the comer of Live Oak Street and Carteret Drive in Beaufort, North Carolina. At the time of our field
exploration, the site was open and covered in grass, with a drainage ditch running along the streets. The site
was relatively level.
We understand that a new McDonald's restaurant will be constructed at the site. Project site grading and
structural information was not available at the time this proposal was prepared, however, for a typical
McDonald's, column and wall loads do not exceed 80 kips per column and 4 kips per linear foot,
respectively.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of:
• thirteen soil test borings,
• visual examination of the samples obtained during our field exploration,
• grain size analyses of two samples obtained during our field exploration,
• California Bearing Ratio of one sample obtained during our field exploration,
• engineering analyses of the field and laboratory findings with respect to the provided project
information
23 Purvoses of Eaoloration
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 by:
• performing a site reconnaissance to evaluate the existing site conditions,
• drilling test borings to explore the subsurface soil and groundwater conditions,
• performing grain size analyses on select samples obtained during our field exploration,
• performing a California Bearing Ratio analysis on a sample obtained during our field
exploration,
• analyzing the field data to develop appropriate geotechnical engineering design and
construction recommendations.

Report of Subsurface Exploration and Geotechnica] Engineering Analysis
Manatee Sheet McDonald's Restaurant (H032-1426) D
Beaufort, North Carolina 1t�+,C FI V J3
ECS Project No.: 22.14455-A
JUN 1 5 2009
3.0 EXPLORATION PROCEDURES LB Y:__�_
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The thirteen soil test borings drilled on the site were performed using a trailer mounted CMB 450 drill rig
utilizing various cutting bits to advance the boreholes. Hollow -stem auger and mud-mtary drilling was
utilized to advance the borings. Representative soil samples were obtained by means of the split -barrel
sampling procedure in general conformance with ASTM D-1586. In this procedure, a 2-inch O.D., split -
barrel sampler is driven into the soil a distance,of 18 inches by a 140-pound hammer falling 30 inches. The
number of blows required to drive the sampler through a 12-inch interval is termed the Standard Penetration
Test (SPT) value and is indicated for each sample on the boring logs in Appendix B.
The SPT value can be used as a qualitative indication of the in -place relative density of cohesionless
soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication is
qualitative, since many factors can affect the standard penetration resistance value (i.e.,differences
between drill crews, drill rigs, drilling procedures, and hammer -rod -sampler assemblies) and prevent a
direct correlation between SPT resistance value, or N-Value, and the consistency or relative density of
the tested soil. Split -spoon samples were obtained at approximately 2.5-foot intervals within the upper
10 feet and at approximately. 5-foot intervals thereafter. The approximate locations of the soil test
borings are indicated on the Boring Location Plan in Appendix A of this report.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery, each
sample was removed from the sampler and visually classified. Representative portions of each soil
sample were then sealed in air -tight containers and brought to our laboratory in Wilmington, North
Carolina for visual examination and formal classification by a geotechnical engineer in general
accordance with the Unified Soil Classification System guidelines.
The soil samples collected for this investigation will be retained at our laboratory for a period of sixty
(60) days, after which they will be discarded unless other instructions are received as to their disposition
3.2 Laboratory Teslint Proeram
Representative soil samples obtained, during our field exploration were selected and tested in our
laboratory to check field classifications and to determine pertinent engineering properties. The
laboratory testing program included:
• visual classifications of soil according to ASTM D 2487;
index property testing included natural moisture content determinations (ASTM D 2216), grain size
analyses (ASTM D 1140), and California Bearing Ratio.
Data obtained from the laboratory tests are included on the Laboratory Testing Summary and in
Appendix C of this report.
The soil samples collected for this investigation will be retained at our laboratory for a period of sixty
(60) days, after which they will be discarded unless other instructions are received as to their disposition.

Report of Subsurface Exploration and Geotechnical Engineering Analysis _
Manatee Street McDonald's Restaurant (#032-1426)
Beaufort, North Carolina
ECS Project No.: 22.14455-A JUN 1 5 2009
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The site is located at the comer of Live Oak Street and Carteret Drive in Beaufort, -North Carolina. At the
time of our field exploration, the site was open and covered in grass, with a drainage ditch running along
the streets. The site was relatively level.
4.2 Reeional Geoloev
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
Soil Test Borings: Approximately 6 inches of organic topsoil were reported by the drillers at the boring
locations. Beneath the surface to a depth of at least 90 feet, the test borings typically encountered layers
of loose to very dense silty and clean sands (SM, SP), very soft to stiff sandy clays (CL), and very soft to
firm sandy, lean, and fat silts (ML, W, . Standard penetration test resistances (N-values) in these soils
generally ranged from Weight of Hammer (WOH) to 50 blows per two inches.
The descriptions provided in this section are a general summary of the subsurface conditions encountered
within the test borings. The Test Boring Records in Appendix B contain detailed information recorded at
each of the boring locations and represent the geotechnical engineer's interpretation of the data based on
visual examination of the soil samples obtained during the field exploration. The stratification lines on
the Test Boring Records represent approximate boundaries between material types and the actual
transition between strata is expected to be gradual.
4.4 Groundwater Conditions
Groundwater observations were made after the completion of the drilling operations all boring locations.
Furthermore, visual observations of the samples retrieved during drilling exploration were also used in
evaluating the groundwater conditions. Standing groundwater was observed at 2 feet 7 inches below the
existing ground surface after completion of the borings.

Report of Subsurface Exploration and Geotechniral Engineering Analysis RJECEl. `%EL
Manatee Str xt McDonald's Restaurant (N032-1426) J U N 1 5 2009
Beaufort, North Carolina
ECS Project No.: 22.14455-A
BY:
The highest groundwater observations are normally encountered in the late winter and early spring, and
our current groundwater observations are expected to be near or representative of the seasonal maximum
water table. Variations in the location of the long-term water'table may occur as a result of changes in
precipitation, evaporation, surface water runo$ 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 Laboratory Test Results
Index and engineering properties tests were performed on select samples of the sample soils encountered
within the test borings. In summary, the tested samples had in -situ moisture contents of 24.6 and 41.5
percent.
The grain size analyses of the tested samples indicated that the tested materials had 34.6 and 26.8 percent
fines passing the number 200 sieve.
The California Bearing Ratio of the soil tested was determined to be 22.2 percent.
Specific laboratory test results are provided in Appendix C of this report.

Report of Subsurface Exploration and Geotechnical Engineering Analysis ----
Manatee Street McDonald's Restaurant (#032-1426) s Tv
Bemefoet, North Carolina
ECS ProjectNo.;22.14455-A JUN 1 5 2009
5.0 ANALYSIS AND RECOMMENDATIONS BY:
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 Subzrade Preuaration
The fast step in preparing the site for the proposed construction should be to remove all vegetation,
rootmat, topsoil, deleterious materials, and any other soft or unsuitable materials from the existing
ground surface. These operations should extend at least 5 feet, where possible, beyond the planned limits
of the proposed building.
After proper clearing, stripping, grubbing, and prior to fill placement, foundation, slab, or roadway
construction, the exposed subgrade soils should be carefully evaluated by an experienced geotechnical
engineer to identify any localized unstable or otherwise unsuitable materials. After evaluating the
exposed soils, loose and yielding areas should be identified by proofrolling the exposed subgrades, if site
and subsurface conditions allow, with an approved piece of equipment, such as a loaded dump truck,
having a single -axle weight of at least 10 tons. Any soft or unsuitable materials identified during
proofiolling operations should be either repaired in -place or removed and replaced with an approved
backfill placed and compacted in accordance with recommendations of this report. Undercutting should
be anticipated in approximately half the parking and roadway areas to a depth of 2 to 3 feet due to the
presence of soft clays and silts.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that are
evaluated after periods of rainfall will not respond as well to proofiolling as subgrades that are evaluated
after periods of more favorable weather. We strongly recommend that rubber tire equipment not be
used. The contractor should use tracked equipment to minimize the degradation of marginally stable
subgrade.
The preparation of fill subgrades, as well as proposed building subgrades, should be observed on a full-
time basis by a representative of ECS. These observations should be performed by an experienced
geotechnical engineer, or his representative, to ensure that all unsuitable materials have been removed
and that the prepared subgrade is suitable for support of the proposed construction and/or fills.
5.2 En2ineered Fill Placement
Following the removal of all vegetation, rootmat, topsoil, and deleterious materials, and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site grades. All fill
for support of the proposed construction and for backfill of utility lines 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 40 and 20,
respectively. We also recommend that all fills within structural areas have a standard Proctor (ASTM D
698) maximum dry density of at least 110 pounds per cubic foot (pef).
6

Report of Subsurface Exploration and Geotechnical Engineering Analysis u�i�✓r' `
Manatee Street McDonald's Restaurant (H032-1426) i 5 2009
Beaufort, North Carolina J U N
ECS Project No.: 22.14455-A
BY: _--_-
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays and silts
(CH, MH). All 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.
An examination of the soils recovered during our current exploration, and our previous experience in the
area, indicates that the majority of the on -site soils will generally be suitable for re -use as engineered fill.
However, it is expected that moisture conditioning of the fill soils will be required during placement to
facilitate proper compaction. In some areas, substantial drying may be needed and it may not be feasible
to attempt to re -use such materials 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 geotechnical engineer.
The geotechnical 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 geotechnical engineer at least 3 to 5 days prior to their use in the field
to allow for the appropriate laboratory testing to be performed
Fill 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. ABC stone should be compacted to 100 percent of the
stone's modified Proctor (ASTM D 1557) maxin nm 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. All filling operations should
be observed on a fall -time basis by a qualified representative of ECS 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 suitable remedial activities in order to achieve the
required compaction.
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been recently
subjected to precipitation. All 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, all 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.

Report of Subsurface Exploration and Geotechnical Fagineering Analysis RE CEIV JE`
Manatee Street McDonald's Restaurant (#032-1426)
Beaufort, North Carolina J U N 1 5 2009
ECS Project No.: 22.14455-A
53 Foundation Recommendations
Provided the subgrade preparation and earthwork operations are completed in strict accordance with the
recommendations of this report, the proposed construction 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 up to 1,500 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,
all 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. We request the opportunity to review our
foundation recommendations and make, any necessary changes once structural loads and site design
grades are determined.
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 suitable for foundation construction. These
evaluations should include visual observations, band 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 footing subgrade should be checked following footing excavations to determine
if undercutting is required. Undercutting to a depth of 2 feet below the bottom of footing elevation is
expected in half the footings.
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 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 '/z of the anticipated total settlement. This
evaluation 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.

RECF✓TVF;
Report of Subsurface Exploration and Geetechnical Engineering Analysis
Manatee Street McDonald's Restaurant (4032-1426) J U N 1 5 2009
Beaufort, North Carolina
ECS Project No.: 22.14455-A BY:
5.4 Floor Slab Design
Provided 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 (k,) of 100 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.
We recommend that all 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 rninimithe 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 all slabs -on -grade be underlain by a minimum of 4 inches of open graded
aggregate or sand with less than 3% fines to help prevent the capillary rise of subsurface moisture from
adversely affecting the slab. If floor covering such as tile 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 Seismic Site Class Determination and Liquefaction Potential
The 2006 Edition of the International Building Code (IBC) requires that a seismic Site Class be assigned
for new structures. The seismic Site Class for.the site was determined by calculating a weighted average
of the N-Values of the overburden to the depth of rock/refusal. The method for determining the weighted
average value is presented in Section 1615.1.5 of the IBC 2003. The weighted average value for the site
is 6.8 blows per foot. Based on the results of the soil test borings and our evaluation of the site, the site
has a seismic classification `B".
Based on the USGS Seismic Hazard Curves and Uniform Hazard Response Spectra 2003 NEBRP
Seismic Design Provisions and the IBC 2006, for a seismic site class "B" at latitude 34.725 degrees and
longitude-76.644 degrees, the Sns value is 0.245g and the SDI value is 0.142g. The seismic design
category depends on the design use of the building and should be determined by the structural engineer.
The potential for liquefaction at the site is considered low based upon the soil borings and procedures
developed by Seed and Idriss. Based on our soil boring results and our evaluation using a site specific
peak ground acceleration of 0.098g and an earthquake event with a magnitude of 7.0, the liquefaction
induced settlement at the subject site is anticipated to be less than 1 inch.
5.6 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.

Report of Subsurface Exploration and Geotechnical Engineering Analysis7BY:-
1;� Manatee Street McDonald's Restaurant (N032-1426Beaufort, North Carolina 2009
ECS Project No.: 22.14455-A
For the design and construction of exterior pavements, the subgrades should bccordance
with the recommendations in the "Subgrade Preparation" and "Engineered Fill" 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 subgrades and other problems related to the deterioration of the pavement can be
expected. Furthermore, good drainage should reduce the possibility of the subgrade materials becoming
saturated during the normal service period of the pavement.
We were provided with details regarding traffic conditions at the site by McDonald's USA, LLC. We
understand that parking areas will receive primarily automobile traffic on the order of 2,500 passenger
cars per day, but the entrances and service drives will be subjected to some trafficking by heavy trucks,
assumed at 4 delivery/dumpster trucks per day. We have calculated approximate equivalent axle
loadings of 10,000 and 100,000 for light -duty and medium -duty pavements,' respectively. McDonald's
USA, LLC has also provided us with a minimum pavement section of 3 inches of hot mix asphalt over 6
inches of compacted aggregate base.
Materla! Desrgnadiol7
IaglitDitty
Aapbalt,
" `Psvepmem
Aeavy uty
Asphalt
"Pavement: _ f
Poiiland Cemn&i
Concrete (PCC) j
.. 'Paveaieni
Asphalt Surface Course SF9.5a
3.0 inch
3.0 inches
Asphalt Binder Course 19.0
Portland Cement Concrete
6.0 inches
Aggregate Base Course
6.0 inches
6.0 inches
6.0 inches
All aggregate base course materials beneath pavements should be compacted to at least 100 percent of
their modified Proctor maximum dry density (ASTM D 1557).
The asphalt concrete surface course materials, asphalt concrete binder course materials, and underlying
aggregate,base come materials should conform to the North Carolina Department of Transportation
Standard Specifications. Careful selection of the asphalt binder and surface course mixes should be
made based upon the anticipated traffic conditions for the facilities.
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. Similarly, drive-thm lanes also have an elevated risk of pre -mature
distress. Therefore, we suggest that the pavements in trash pickup and drive-thru areas utilize the
aforementioned Portland Cement Concrete (PCC) pavement section. It may be prudent from an
economical standpoint to use rigid pavement sections in all areas planned for heavy truck traffic. Such a
PCC section would typically consist of 6 inches of 4,000 psi concrete over not less than 6 inches of
compacted aggregate base course. Appropriate steel reinforcing and jointing should also be incorporated
into the design of all PCC pavements.
10

Report of Subsurface Exploration and Geotechnical Engineering Analysis ,
Manatee Street McDonald's Restaurant(#032-1426) RFiC 1`V
Beaufort, North Carolina
ECSProjectNo.:22.14455-A JUN 1 5 2009
5.7 Site Drainn
Positive drainage should be provided around the perimeter of the structure to minimise 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 fast 10 feet outward from the structures. 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.
5.8 Construction Considerations
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 are softened by surface water absorption or exposure to the environment, the softened soils
must he 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 1 to 3 inch thick "mud -mat" of "lean" concrete be placed over the
exposed bearing soils before the placement of reinforcing steel.
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,pmject. 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.
The key to minimizing disturbance problems with the soils is to have proper control of the earthwork
operations. Specifically, it should be the earthwork contractor's responsibility to maintain the site soils
within a workable moisture content range to obtain the required m-place density and maintain a stable
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 randomly
run 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.
11

�.
Report ofStibsurface Exploration and Gcotechnical Engineering Analysis RE(,:F=ivy
Manatee Street McDonald's Restaurant (#032-1426) J U N 2 09 j
Beaufort, North Carolina
ECS ProjectNo.: 22.14455-A
6.0 CLOSING �BY �--
Our geotechnical evaluation 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 evaluations have been based on interpolation of subsurface data between the
borings. 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 evaluation. The assessment of site environmental conditions
for the presence of pollutants in the soil and groundwater of the site was beyond the scope of this
geotechnical exploration.
12

�2EC�tv1rD
JUN 1 5 2009
BY:
APPENDICES

RECF'TVEn
JUN 1 5 2009
BY:
APPENDIX A
FIGURES

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MCDONALD S
|
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REC�TV
JUN 1 5 2009 f
BY'
APPENDIX B
SPT BORING LOGS
AND
SOII, CLASSIFICATION SYSTEM, DESCRIPTION AND TERMINOLOGY

Unified Soil Classification System
(ASTM Designation D-2487)
Major Division Group Symbol Typical Names Classification Criteria
GW
Well -graded gravels and gravel.
sand mixtures, little or no fines
�r
z
GP
Poorly graded gravels and gravel-
°o
sand mixtures, little or no fines
GM
Silty gravels, gravel -sand -silt
g
mixtures
GC
Clayey gravels, gravel -sand -clay
mixtures
m
SW
Well -graded sands and gravelly
sands, little or no fines
$a
z',
SP
Poorly graded sands and gravelly
sands, little or no fines
g
SM
Silty sands, sand -silt mixtures
SC
Clayey sands, sand -clay mixtures
ML
Inorganic silts, very fine sands,
rock flow, silty or clayey fine
sands
U
CL
h30IganIC clays Of IOW t0IDed1UID
v `o
plasticity, gravelly clays, sandy
3
clays, silty clays, lean clays
N
OL
Organic silts and organic silty
clays of low plasticity
MH
Inorganic silts, micaceous or
diatomaceous fine sands or silts,
elastic silts
U
CH
Inorganic clays of high plasticidy,
Ha
fat clays
OH
Organic clays of medium to high
plasticity
C, = 136/Dlo Greater than 4
C. — (D30(D10XD60) Between 1 and 3
fl
Not mecting both criteria fm GW
c
m
y�. w
r u
a L u
�U
Atterberg limits plot below "A" line or
ta7 17
plasticity index less than 4
.
a'
At[erbcrg limits plat above `A" line
•
and plasticity index greater than 7
'
Cv= D6o/D10 Greater than
Ca= (D3o)2/(D1oxD60 Between I and 3
zz
.
2e
Not meeting both criteria fur SW
�
a
`= N
AtImberg limits plot below "A" line or
plasticity index less than 4
Re
Attmberg limits plot above "A" line
and plasticity index greater than 7
Nme U-am rtpevma a3voamme mmm amv oC11, and P! mmHvmiin,
6rmmmlmW(mnpbmllYdeamNed). ASTM-DMa7.
m
m
OF
..
�03.■
,_
e ro m a m m m m m m m rr
mum ff.u.
Plasticity dart for the classification of fore -grained soils.
Tests mado on finction finar than No. 40 sieve
Highly organic soils Pt Pest, muck and other highly Fibrous organic matter; will
organic soils char, bum, or glow
MAY 2006
ers C/aenaA6, UY
UNIFIED SOIL
CLASSIFICATION
SYSTEM

L
II.
Reference Notes for Bonne Loes
Drilling and Sampling Symbols:
SS - Split Spoon Sampler
ST - Shelby Tube Sampler
RC - Rock Core: NX, BX, AX
PM - Pressuremeter
DC - Dutch Cone Penetrometer
7RECEiVEi3
JUN 15 2n1"
BY:_---
RB - Rock Bit Drilling
BS - Bulk Sample of Cuttings
PA - Power Auger (no sample)
HSA - Hollow Stem Auger
WS - Wash Sample
Standard Penetration (Blows/Ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch O.D. split spoon sampler, as specified in ASTM D-1586. The blow count is commonly
referred to as the N-value.
Correlation of Penetration Resistances to Soil Properties:
Relative Density -Sands. Silts Consistency of Cohesive Soils
SPT-N
Relative Densii
-Values
Consistency
0-4
Very Loose
0-2
Very Soft
5 -10
Loose
3.4
Soft
11- 30
Medium Dense
5-8
Firm
31 - 50
Dense
9-15
Stiff
51 or more
Very Dense
16-30
Very Stiff
31-50
Hard
51 or more
Very Hard
M. Unified Soil Classification Symbols:
GP
- Poorly Graded Gravel
ML -
Low Plasticity Silts
GW
- Well Graded Gravel
MH -
High Plasticity Silts
GM
- Silty Gravel
CL
Low Plasticity Clays
GC
- Clayey Gravels
CH -
High Plasticity Clays
SP
- Poorly Graded Sands
OL -
Low Plasticity Organics
SW
- Well Graded Sands
OH -
High Plasticity Organics
SM
- Silty Sands
CLML -
Dual Classification
SC -
Clayey Sands
(Typical)
IV. Water Level Measurement Symbols:
WL -
Water Level
BCR -
Before Casing Removal
WS -
While Sampling
ACR -
After Casing Removal
WD -
While Drilling
WCI -
Wet Cave In
DCI -
Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when sugaring, without adding fluids, in a granular soil.
In clays and plastic silts, the accurate determination of water levels may require several days for the water
level to stabilize. In such cases, additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.

RECFTVED
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CLIENT
McDonald's USA, LCC
JOB g
22-14455A
NONINa t
I B-1
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1 OF1 3I:_
• -
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Uve Oak Street at Carteret Drive
ARCHITI cr-sNaD�
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Beaufort, North Carolina
-0- C"MMTw PEsmo�t
1 2 R0N 3 " 4 6+
FLANaC WATER mum
Lwr x CON"M x L 1w x
x
s
L
DESCRIPTION OF MATERIAL SNGI]NH UNll'8
WrION OF CASING W— LOSS OF CIWMATON 1
9
I
k
X A
ROCK OOe1HT DEfficxeTON a RECOVERY
RODX— — — REC.X
20X-4OX-6OX-8OX-100
® RIANIABD ®A18/V4. P@761BAEON
10 20 s0 40 60+
S R FACE ELEVATION
Q
5
1
1
20
25
3
TOPSOIL DEPTH 6"
S (2-2-3)
4: (2-2-2)
8 (4..j-5)
2 (1-1-1) 41.6
g (S-4-6)
13 (e-e-7)
(1~15-1: 34
DFi1=o-0)
=—=--------
1
SS
18
18
Firm to Soft, Gray Ton, Sandy
CLAY, (CL)
2
SS
18
18
Loose, Gray, Fine SAND, (SP)
3
SS
18
iB
Very Loose, Sill, Gray, Fine to
Medium SAND, SM)
4
SS
18
18
Loose to Dense, Gray, Fine to
Medium SAND, (SP)
5
SS
18
is
6
SS
18
18
7
SS
18
18
Very Soft to Soft, Gray, Sandy
SILT, (MH)
------------
8
SS
18
18
—
CONTINUED ON NEXT PAGE.
THE STRATDICATM LDES REPRESENT THE APPRO)MATE 8MMARY LDES BETVEa1 SOIL TYPES DI-sm THE TRMUT10H WAY BE GRAMIAL
Yn 2 7" Ws ON ®
Roma sreslso 10 13 08
=WL(DCR) INVACB)
BONING CON FMM 10 13 08
CAVE IN DIM •
ma D-25 Fomm" MW
DRD]Dra METHOD Mud Rotary

F2ECEY ED
1
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McDonald's USA, LCC
JOB #
22-1"55A
BORING g
I B-1
SKEET
2 of 3
PROJECT NAME
Live Oak Street at Carteret Drive
ARCHITECT -ENGINEER
LLP
�R®
SITE LOCATION
Beaufort, North Carolina
-0- CAUNNATED PI0 01�'>E6
1 e Tors 4 6+
PLTSBC VA18R UQUED
In" x CONTENT x ILm' x
pear
6�
DESCRIPTION OF MATERIALENGLISH UNITS
BOTTOM OF CA9QiG ®- LOS9 OF C(BCUIdfiON END-RaOx�
s
`Hum
x e
ROCK QUALITY D8ffiGNAADN k BKCOYSY
� � REC.11
20X-40x-6O%—SO%-1 Co
® STANDARDRPI;�YMMON
10 20 so 40 60+
SURFACE ELEVATION
3
3
4
4
50
55
60
Very Soft to Soft, Gray, Sandy
SILT, (MH)
—
3 :(1-1-2)
:(w -50 �0
20 (10-8-12)
(�yi)
_----:------
CONTINUED ON NEXT PAGE.
9
SS
18
18
Medium Dense, Gray, Silty, Fine
SAND, (SM)
10
SS
18
18
Very Dense, Gray, Fine SAND,
(SP) with Shells
11
SS
it
11
Soft, Gray, Sandy SILT, (ML)
12
SS
18
18
Medium Dense, Gray, Fine to
Medium SAND, (SP) with Shells
13
SS
18
18
Loose, Gray, Silty, Fine SAND,
(SM) with Shells
-------------
iiE
14
SS
18
18
THE STRATFICATIDi LINES REPRESENT THE APPRO)MM1TE BELINDARY LDIES SETvEEN sML TYPES IN -SITU THE TRANSITION NAY K GRADUAL
Yn 217" ■s OR ®
ROBDTG SWTzo 10 13 O8
T"CR) im4m)
BOONG COMPLETED 10 13 08
CAVE IN DEM e
jvL
Ew D-25 FoRiUm MW
MEMO METBOD Mud Rotary

REC-Mv �
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McDonald's USA, LCC
JOB g
22-14d55A
BORING 8
B-1
9HBE1
3 of 3Fa—�:
PROJECT NAME
Oak Street at Carteret Drive
ARCHITECT-ENGIRMUve
SITE LOCATION
Beaufort, North Carolina
-0- CAUMRATS6 PMW.fjOUX=
1 6 1°'®s3 a 6+
PLAsnC WAM uQUM
War X CONTENT X AUNT X
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING &- MRS OF CIRCULATION 100
L
5
s
R
ROCS QUALZW UMONATM A RECOVERS
— — — REC.x
20X---40%60X--SO%-100
BTdTmARD PERL78AnON
® BLOes/tre
10 60 so 40 60+
SURFACE ELEVATION
6
6
7
7
80
85
90
Loose, Gray, Silty, Fine SAND,
(SM) with Shells
4: (1-2-2)
9 (2-5-4)
20 (s ten)
24 (1O-n-i)
21 (12-10-11):
------------
Soft to Stiff, Gray, Sandy SILT,
(ML) with Shell
15
SS
18
18
16
SS
18
18
Medium Dense, Gray, Fine SAND,
(Sp)
17
SS
18
18
Medium Dense to Very Dense,
Gray to Green, Silty, Fine to
Medium SAND, (SM) with Shell
18
SS
18
18
19
SS
18
18
20
SS
8
8
--
SPOON REFUSAL ® 90.0'
—
nM STMTU1CATOa1 UNES REPRESEW TW APPRma 4TC BMWMY LUES BETWMN SML TYM M-SM TW 1FA1,� MAY 6e GRAMML
YWL 297" .S OR ®
BOROm STAR® 10 13 08
yMOM) JVUACR)
BORING COMPLE O) 10 13 08
CAVE IN DIM •
TTL
BIG D-25 FOREMAN MW
DRILLING SOD Mud Rotary
I

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CLIENT
McDonald's USA, LCC
JOB
22-14455A
BORING #
B-2
SHEET
1 DF 1
LLP
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PROJECT NAME
Uve Oak Street at Carteret Drive
ARCIDTF.CP—ENGDiffit
SITE LOCATION
Beaufort, North Carolina
-o- CAUHRATKD MEi$li
B TM'PTa 6+
'PLASTIC WATER UQUM
LDaT % CONTENT x ran x
% A
QUALITY DESIGNATION k RECOVERY
RODX— 6 REC.X
20X-40X-60xr-60Xr10
® 0TAMMIM
10 20 BO 40 6D+
z
S
pL.
DESCRIPTION OF MATERIAL ENGllSH UNITSBOCK
BOTTOM OF CASING SP-- IDSS OF CIRCULATION1B0
PI
R
SURFACE ELEVATION
O
5
1
15
2
25
3
TOPSOIL DEPTH 6"
12 (+ ae)
10 (2L")
23:(s B I4)
i
SS
18
1B
Firm, Groy, Sandy CLAY, (CL)
2
SS
18
18
Loose and Medium Dense, Dark
Brown to Gray, Fine to Medium
SAND, (SP)
END OF BORING ® 15.0'
3
SS
IB
18
4
SS
18
18
5
SS
--
18
18
THE STRATFWATIW LINES REPRESENT THE APPRUUMATE BOUNDARY LNES BETWEEN SUVL TYPES W-SITU THE TRANSTUDN MAY BE GZABUAL
yWL Ws OB Wn
BOBDW STARTED
ITURM) TWL(M
BOB= COMPIRM
CAVE IN DEPTH •
ZWL
BIG FURI NAR
DRIa7NG YETSOD

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Mc2Donald's USA, LCC
2-14455A
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B-3
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1 OF 1
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PR=CT NAME
Uve Oak Street at Carteret Drive®'
ARCHITECT-ENGIN=
SLTE LOCATION
Beaufort, North Carolina
-0- CAUBRATaD pe7E11�OYeff e
1 R 7021 a a o+
PLASTIC WATER LIQUID
IBM X CONTENT X LIMIT S
iS
s
L
DESCRiP'1TON OF MATERIAL ENGLISH IIMTS
BOTTOM OF CASING a— LOSS OF CIRCULATION 1
I {�
C
�d
p
X A
ROCK QOAIr1T MMGMON @ RECOVERY
RQ[rX— —.— '—s
20X-4OX—fi0TF—BOXr-10
® SIANDAN�PENEMATION
10 RO s0 40 50+
SURFACE ELEVATION
0
5
1
1
20
25
3
TOPSOIL DEPTH 6"
3:(1-1-2)
3 :(1-1-2):
12 (s-s-»
14 (s rNo)
18 (+-4-10)
1
SS
18
18
Soft, Dark Brown, Sandy SILT,
(ML)
2
SS
18
18
Soft, Gray, Sandy CLAY, (CL)
Medium Dense, Gray, Fine to
Medium SAND, (SP)
3
SS
18
18
4
SS
18
18
5
SS
18
18
--
END OF BORING ® 15.0'
THE SLRAMrATM LD@S REPRESENT T11E A"AMaNATE acmwY LLNEs wnfix N sm TYPES NN-SITU THE TRANSMON MAY BE GRADUAL
'7WL WS OR ®
BORING STARTED 10 15 08
=x1(BCR) TeL(ACB)
BORING CUIO'lErED 10 15 08
CAVI IN Dana e
'Tv'
NBG D-25 voscvAN MW
DRILLING'WTHOD Mud Rotary

FR— 7 ffM— — a_
CLIENT
McDonald's USA, LCC
.JOB #
22-144MA
BORING $
B-4
SHEET
1 OF 1
®.
PROJECT NAME
Live Oak Street at Carteret Drive
ARCHITECT -ENGINEER
"�--_LLP_-
� e.Ra�Ia..s
SITE LOCATION
Beaufort, North Carolina
-0- CAIBRAW Pg g
1 R tON g 4 B+
PLWfiC xATM uavm
Inmr x CONTEM x I= x
a 0 n
NOCHRODXQIIA—tZrDffiONAEC.TIOk BBCORECOVERYa — R—S
20Xr-40X-607r—6r07B-10
® NrANDANO PERETH IION
BIOtB/Fr.
10 RO a 40 00+
DESCRIPTION OF OMATERIALSNGLLSH UNITS
BOR'OY OF CASING ®�— LOSS OF ClRCIRAIION 1
L`
9
k
SURFACE ELEVATION
0
5
1
15
20
25
3
TOPSOIL DEPTH 6"
2 (1-1-1)
5 (2-3--7)
18 (Iri-n)
16 (3-74)
25 (3-11-14)
1
SS
18
16
Very Soft to Firm, Dark Brown
to Gray, Sandy CLAY, (CL)
2
SS
18
18
Medium Dense, Gray, Fine to
Medium SAND, (SP)
END OF BORING 0 15.0'
3
SS
18
18
4
SS
18
18
5
SS
--
18
18
Tiff: STRA7ffICAATIIN LIDS REPRESENT THE APPRMaKATE BDINIMRY LINES BETWEEN S01L TYPES IN -SITU THE TRASInM NAY BE rRABIAL
'7vL •s as ®
BO NG Brmw) 10 15/08
jwl.(BCR) T11L(ACR)
BORING COMPLSPBD 10 15 08
cAVE IN DRPTH •
ZTE'
DE D-25 FORUM MW
DRILIRNG SOD Mud Rotary
Ming

.RECEIVED
CLIENT
Mc
McDonald's USA, LCC
JOB a
21-14455A
sosINc q
B-5
s
OF
1 �' 1
PROD= NAME
Live Oak Street at Carteret Drive
ARCETnXT-ENGUZUR
L=LP'
�R®
SITE LOCATION
Beaufort, North Carolina
-O- CAUREAYED PE/NFErS�Omcm
1 e �9 s s+
PLASHC WATER LIQUID
Um % CORTEW X � X
R A
ROCK QUALITY Dffi0NAn0N h RECOVERY
RQDX—BOITON
0X-4 — — REC8
2OXr1O%6OX�8O71r1
® BTAND ��Pi�AttON
10 EO 80 AO 50+
'
DESCRIPTON OF MATERIAL ENGLSH UNITS
OF CASING ®— Loss OF aR mLanON t
f��`
C
i§
p
I 1
6d
SURFACE ELEVATION
0
5
1
1
20
32J5
TOPSOIL DEPTH 6"
15 (B-B-Tu)
16 (7-")
16 (1-7-8)
21 (4-9-12)
1
SS
18
18
Soft to Stiff, Tan, Sondy CLAY,
(CL)
2
SS
18
18
Medium Dense, Gray, Fine to
Medium SAND, (SP)
3
SS
18
18
4
SS
18
18
5
SS
IB
18
--
END OF BORING ® 15.0'
THE STRATTPICATmM LUES REPRESENT TW A"MMOATE 80UNOARY LBES BETWEEN SOH. TYPES DI -SITU THE MMMIM MAY BE GRADUAL
y°WL *s oR ®
wmNG BrAR= 10 15 08
=TT mm) =T UA=)
BORBNr COIO+TS= 10 15 08
CAVE INDRIng e
�rvL
W0 D-25 FOREMAN MW
ID mmG MEMOD Mud Rotary

RECJ1 V`EJ
CLIENT
McDonald's USA, LCC
JOB
22-14455A
BORRNG
B-6
SHIMT
1 of
PROJECT NAYS
Uve Oak Street at Carteret Drive
ARCHITECT -ENGINEER
GARQLINA3
SITE LOCATION
Beaufort, North Carolina
-0- CUMRATED p�g
, 2 3 4 fi,
PLASTIC RATER UQUID
LOOT % CONTENT I LWr E
s
2.
DESCRIPTION OF MATERIAL ENGIM UNITS
BOTTOM OF CA9a1G W- Loss OF CIRCULATION 1
I
a
s
x e
ROCK QUM= DffiONATION 3 RECOVERY
RQDX- - - REC.X
20X-40%—SOXr-BOXr-100
® STANDARD PENEIRATlON
molrs/Fr.
10 20 SO 40 50+
SURFACE ELEVATION
0
5
1
1
20
25
3
TOPSOIL DEPTH 6"
S (1-2-�
24.6
12 to + e)
12 (3 FT)
1
SS
18
18
(� j, Dark Brown, Sandy SILT,
2
SS
18
18
Very Loose, Gra , Clayey, Fine to
Medium SAND, (MSC)
Medium Dense, Gray, Fine SAND,
(SP)
3
SS
18
18
4
SS
18
IB
--
END OF BORING ® 10.0'
THE STRATIF7CAIMN LINES REPRESENT TIC APPROXIMATE BAIiOARY LOSS 2ETVEEN SCR TYPES IN -SITU THE TRANS nM MAY BE GRAIDIAL
'Y"L WS OR ®
BORING STARTED 1 D 1 5/08
TAL(BCN) jWkACR)
Boma COURMND 1 D 1 5 O8
CAVE IN DEPTH e
SIG D-25 FORM" MW
OWING M"CO Mud Rotary

CLIENT
McDonald's USA, LCC
JOB
22-14455A
BORING $
B-7
9E(T
1 (W 1
PROJECT NAM
Uve Oak Street at Carteret Drive
ARCIDTECT-ENGINEER
LLP
GARO7—
S1TE LOCATION
Beaufort, North Carolina
-0- CALIBBATYD pgN"y�
1 B 1°�3 4 e+
UMT X CONTM % Tam X
€
s
8
DS5CBIF"IYON OF MATERIAL SNGLC� IIN119
ROTTOM OF CAM p- IDES OF CMCUTAT10N 1
cp
6.9e
Pa
5�
s A
HOMK QUALITY DE8 a=ON h RICOViT
201�40X—BROOX�; — OfF—REC8
80f4—f 00
® MNOA.M Ap10N
SURFACE ELEVATION
0
10 EO 8O 40 80+
TOPSOIL DEPTH 6"
1
SS
18
18
Soft, Dark Brown, Sandy SILT,
(ML)
5
$ (2-3-2)
2
SS
18
18
Firm, Gray, Sandy CLAY, (CL)
END OF BORING 0 5.0'
1
15
20
��C E
25
:IUN l
BY.— ,
3
--
THE STRATMCATDN LNES REPRESENT THE APPM(DIATE BOUNDARY LNES BETWEEN SOR TYPES IN-SRU THE TRNCMB R MAY BE GRADUAL
yW. WS OR ®
BORDRG arARnM 10 15 08
1"CR) j,LcACR)
BOB= COMPLETED 10 15 08
cAVR IN mrm •
TAT'
Bul D-25 Fam" MW
MMMM UMOD Mud Rofary
5 200111

1:L1ENT
McDonald's USA, LCC
tO2 g
22-14455A
BORING B
B-8
9for
1 m1
jj�'.
�rJJ LLP
PROrrcr NAME
ARCH rEM-ENGRU eR
Live Oak Street at Carteret Drive
c„R
SITE LOCATION
Beaufort, North Carolina
-0- cmmmnm PPO W-
1 a B 4 5+
PLASIX WATER UQ=
mar x x Lmr x
80G8 QIIAIarT DEffi0NA801P Nk RECOVEBT
£
g
s
DESCRIMON OF MATERIAL ENGLM UNITS
,
��qqq
6
BOTTOM OF CAMG ss LOSS OF CIRWIATION 1
OP�
pe
ROD*— — — REC.X
20%—40X-60X—S0x-100
® ST �MBP�[ RWATION
SURFACE ELEVATION
0
10 PO SO 40 5D+
TOPSOIL DEPTH 6"
1
SS
18
18
5 (1-2-3)
Firm, Dark Brown, Sandy SILT,
(ML)
4 (2-2-21
2
SS
18
18
Soft, Gray, Sandy CLAY, (CL)
5
END OF BORING 0 5.0'
1
1
20
'F- .
JUN 1
25
3
THE STRATInCATHIN LINES REPRESENT THE APPRMaKATE R WDARY LINES BETVEEN SaL TYPES DhSIN THE TRANSITMN MAY BE IB OUAL
gwL WS OR ®
BOB= BUM= 1 0/1 5 08
TWLmm) =WL(ACS)
BOBBW 001a'IsrED 10 15 08
WE IN DmnH •
J�W'
BIG D-25 ml+muff MW
DRILUID KIMoD Mud Rotary
MOM
10U9

CLIENT
McDonald's USA, LCC
SOH -
22-14455A
BORING #
I B-9
9FiEET
1 � 1
ECELP
PROSEcr NAME
Live Oak Street at Carteret Drive
ARCHITECT—ENGi�
CAR®
MTE LOCATION
Beaufort, North Carolina
-0- CLUERl1ED PENEI� mrm
1 2 xols3 4 e+
PtASHC WATER n0U1D
LMTT % CONTENT X LWF X
I1Ps4CIiTPT'[ON OF MATERIAL ENGLL4H UNITSROCK
x A
QUALITY DEMGNATTON k RECOVERY
'z
BOTTOM OF CLMNG W— IO8'S OF CMCUL &nON 100
RQDX— — — REC.X
20X�40X-60X-8OX-100
SURFACE ELEVATION
� �
® 6TAMNUM FERETUTRIN
10 20 Bo 40 60+
TOPSOIL DEPTH 6"
UU
1
SS
18
18
2 (2-1-1)
Very Soft to Soft, Dark Brown
to Gray, Sandy SILT, (ML)
5
3:(2-1-2):
2
SS
18
16
END OF BORING ® 5.0'
1
1
2
Fmc:�Yr ►
JUN 1 32009
25
3
--
Tiff SMTIFICATM LINES REPRESENT THE APPRWMTE BOUNDARY LIES BETWEEN SOB. TYPES IN -SITU THE TRANSITION MAY HE GRADUAL
WL Be OR ®
BORING STARTED 1 0/1 5/08
"CR) 1TWL.(ACR)
HOLING ColanS.® 10 15 08
CAVE IN DEPTH •
ZvL
LRG D-25 FORES" MW
DRI=O MEMO Mud Rotary

CLOT
McDonald's USA, LCC
JOB -
22-14455A
BORIIIG f
B-10
EMT
1 m' 1
441�77
LLP
CAR-
PROZCT NAME
Uve Oak Street at Carteret Drive
ARCHITECT -ENGINEER
SITE LOCATION
-Q- CALIRRAM pgOZg01Q,'r6R
Beaufort, North Carolina
1 R s/Fr " 4 6+
FLU= TAM UQUM
LBaT % CONSEaT x U %
yy�q
s
L
DESCRIPTION OF MATEMAL ENGLISH UNITS
BOTTOM OF CAMG ®- IpS9 OF CBiCOlAS70N tO0
9
a
4111
ROCK QUALITY WManTION & RECOVERY
20% 40%60Y—SOXr-100
® STANDARD6PENBBTRMON
SURFACE ELEVATION
0
10 PA 90 40 50+
TOPSOIL DEPTH 6"
1
SS
16
IH
Soft to Firm, Dark Brown to
Gray, Sandy SILT, (ML)
5
9 (2-"
2
SS
IB
18
END OF BORING ® 5.0'
1
1
20
RECF;.
25
E
E J)N 1 5 2C09
3
--
THE STRAMCATRBN LINES REPRESENT THE APPRMUKATE BOIANDARY LINES BETVEEN SOIL TYPES IEN-SITu THE TROV=13N MAY BE GRADUAL
YWL WE OR ®
eORING STARM 1 0 1 5/08
TMOCR) TWL(ACH)
RORRIG MIMI= 10 15 08
WE IN BEP7s •
BIG D-25 FoRmuN MW
MMURG 11117110E Mud Rotary

CLIENT
McDonald's USA, LCC
roa -
22
awGNG
8-11
a
or
1 � 1
ECTLLP
=, M
PROJECT NAME
Live oak Street at Carteret Drive
ARCHITECT -ENGINEER
SITE LOCATION
Beaufort, North Carolina
-0- CAIIBBAT PPENET A78R
I a B a 5+
PLASTIC WATER UQUM
UICT x CONTENT x um x
�
DESCRIPTION OF MATERIAL. ENGLISH UNUS
BOTTOM OF CASING ®-- fOS9 OF CatCOIA'IION t
i E,
P
R1
x A
8eC8 pOAtrrrDESIGNATION a RECOVERY
— —
20X�RODx— REC.x
IOX-607/-80f0-100
® BGTNA PPENETRATION
10 eO so w 50+
SURFACE ELEVATION
0
TOPSOIL DEPTH 6"
1
SS
18
18
Loose, Dark Brown, Silty, Fine
SAND, (SM)
5
9 (s-+-5
2
SS
18
i8
Stiff, Gray, Sandy CLAY, (CL)
END OF BORING ® 5.0'
1
1
20
25Ck
i---_
l
JINN 1 5 201
3Y:
3
THE STRATt"rATMN LOBS REPRESENT THE APPRIo@PTE M&MMY LINES BETWEEN SOR TYPES DI -SITU THE TRMUTMN MAY HE GIA➢UAL
es OR ®
BORING STAMM 1 0 1 5/08
="ca) TW(ACRI
BORING compuff O 1 0 1 $ 08
CAVE IN DEPTH •
I `VL
LOG D-25 mam" MW
mum" M6THOO Mud Rotary

CLtm
McDonald's USA, LCC
JOB B
22-14455A
BOMG p
B-12
SHEET
1 OF 1
�.�.
.E
PROJECT NAME
Live Oak Street at Carteret Drive
ARCEMM-ENGBEEER
LLP
�,,,�—
SITE LOCATION
Beaufort, North Carolina
-0- CALDBRATSD PENEL13a�rER
1 B 'tea r' a e+
PLASTIC WATER LIQUID
LIMIT % CONTENT : LWT IS
x
S
8
DffiCRBPT[ON OF MAMMAL ENGId3H UN19'3
BOTTOM OF CASING LOSS OF CIRCULATION100
9
0
iE
R
ROCK QUALITY D®aNATION h RSCOVE RY
RQO%— — — REC.X
207f--40%8mE--80Xr100
® BIANDM PENETRATION
BLm(]
SURFACE ELEVATION
10 20 Bo 40 80+
TOPSOIL DEPTH 6"
1
SS
18
18
5 (1-3-2)
Firm, Tannish Brown, Sandy
SILT, (ML)
5
a (z-"
2
SS
18
18
11
Firm, Gray, Sandy CLAY, (CL)
END OF BORING, ® 5.0'
1
15
20
25
RE:CI:;T G
i
J%JN 15 2i f
113Y: —
3
THE STRATIE7CATEN LINES REPRESENT THE APPR=MTE BMWARY LINES PETVEEII SML TYPES IN -SITU THE TRANSITION MAY BE QVMJAL
y*L. WE OR ®
somm numm 10/15 08
T"CR) TWYACR)
BORM COMPLIrM 10 15 08
CAVE LN DWIR 0
ZW'
RIG D-25 FORS MW(
DRILLING METHOD Mud Rotary

CLUM
McDonald's USA, LCC
JOB
22-14455A
BORING
8-13
eti
F 1 � 1
PROJECT NAME
Uve Oak Street of Carteret Drive
ARCHITECT -ENGINEER
FZE—L
SITE LOCATION
Beaufort, North Carolina
-0- rrtm"AT pgNRIMED
1 B s°r' 4 6+
PLM= TAM ucUIO
law x CONTORT x Uwr x
6
DESCRTPSYON OF MATERIAL ENCLL� UNITS
BOITOM OF CAM; a— LOSS OF amuLATION 1
1
pg
a _R7
R
x a
DOCK �Y DSffi4NAIM a RECOVERY
Dy
20Qx-4OX-6— 6 0-8
14—e O1fr1OO
® MANDANePENETRATION
SURFACE ELEVATION
0
10 EO 90 40 50+
TOPSOIL DEPTH 6"
1
SS
18
18
2 (4-1-1)
Ve Soft, Gray, Sandy SILT,
(ML�
5
4; (2-2-21
2
SS
18
18
Soft, Gray, Sandy CLAY, (CL)
END OF BORING 0 5.0'
1
1
20
25
RFC i
JUN -t 5
—:—
—
3
--
L
THE STRATO*ICATTMN LINES REPRESENT THE APPROn MTE BOUNWARY LOSS DETVEEN SDD. TYPES IN -SIN THE TRANSITION MAY BE GRADUAL
7WL 'N OR ®
WIRING SYAEP® 10 15 08
c
J"CR) j (ece)
DORM cma•SEffiD 10 15 08
cave IN BSPTR •
ZWL
RIG D-25 Fmmmm MW
IDRI1mc; MMOD Mud Rotary
ZD
109

APPENDIX C
LABORATORY TEST RESULTS
RECEI V-1�7-b
JUN 1 5 2009
BY:_--

ECS Carolinas, LLP
Wilmington, North Carolina
Laboratory Testing Summary
Project Number: 22 - 1"55-A Project Engineer: WEG
Project Name: MODooeid's Restaurant, Beaufort Principal Engineer: WMe
Date: October 28, 2008
Summary By: PLz
®®®®
IlMM
tfISJ)■�
Summary Key. -
SA = See Attached
S = Standard Proctor
M= Modified Proctor
OC = Organic Content
Hyd = Hydrometer
Con = Consolidation
DS = Direct Shear
GS = Specific Gravity
UCS = Unconfined Compression Soil
UCR = Unconfined Compression Rock
LS = Lime Stabilization
CS = Cement Stalbllization

101
91
81
71
of
W«
Z
Z 5(
W
U
W 4(
a
X
z(
1(
(
Particle Size Distribution Report
IIIlillalfllal■alll
�11`■Igiiiwlal�IIa11111■IIIIIIII■
III■IIIIIIII■IIIIIIII■IIIIIIII'•!■IIIIIIII■IIIIIIII■
III■IIIIfIlI�11111111■IIIIIIIa11111111111■IIIIIIII■.
III■IIIIIIII■IIII
III■IIIIIIIN■IIIIIIII■IIIIIIII■
III■IIIIf11I■IIII
111■IIIIII111�11111111■IIIIIIII■
III■IIIIIIII�11111
III■IIIIIIII!!111111111■IIIIIIII■
I11■IIIIi111■IIII
11■IIIIIIII8�11111111■IIIIIIII■
III■IIIIIIII�11111111■IIIIIIIIIIiiH11111■IIIIIIII■
III■IIIIf111■IIIII
11■IIIIIIII■IIIIIIII■IIIIIIII■
III■IIIIIIII■IIIII
11■IIIIIIII■IIIIIIII■IIIIIIII■
%�5. %Gravel 1 %Sand I %Fines
Comae Flee I Coarse Modlum M.. AIR In,..,
SIEVE
SIZE
PERCENT
FINER
SPEC.'
PERCENT
PASS?
(X=NCB)
#4
100.0
#10
99.9
#20
99.5
#40
96.8
#60
84.0
#100
42.4
#200
26.8
(no specification provided)
Source of Sample: B-1 Depth: 8.5-10
Sample Number: S-4
ECS CAROLINAS, LLP
7211 Ogden Business Park
Sucre 201
NNmhWon, NC 26411
LLP Ph: (910) 68&9114
Fax: (910) 68&9868
.1 _ 1 70.0 1 26.8
Material Description
Very Soft, Gray, Silty SAND (SM)
JUN
Atterbem Limits gY.-
PL= LL= P1=
D90= 02816 D85= 0.2540 DBO= 0.1862
D50= 0.1660 DgO= 0.1126 D15=
D10= Cu= Cc=
Classification
USCS= AASHTO=
NMC = 41.5%
Client: McDonald's USA, LLC
Project: Live Oak Street at Carteret Drive McDonald's
Tested By: PLZ Checked By: KEL
Date: 10-22-08
7009

F-
Z
W
it
W
o_
Particle ;size Distribution Report
;;
IIIIIIIIIIIIIIIillli
�11`■IpIIIhIa1�IIa11111■IIIIIIII
:IIII■IIIIIIII■IIII111■IIIIIII►R■IIIIIIII■IIIIIIII
1
III■IIIIIIIII�IIII
111■IIIIIIIa�1111111111■IIIIIIII■
.IIII■IIIIIIII■IIIIIIII■IIIIIIIII■Illlllle■IIIIIIII■
1
III■IIIIIIII■IIII
111■IIIIIIII!'111111111■IIIIf111■
1
III■IIIIf111�11111111■IIIIIIIIa
IIa11111■IIIIIIII■
C 1
111■IIIIIIII■IIIIIIII■IIIIIIII■�iu11111■IIIIIIII■
,III■IIIIIIIIf■IIIII
11■IIIIIIIIIIIIIIIIII■IIIIIIII■
1
III■IIIIf111■Ilill
11■IIIIIIII■IIIIIIII■IIIIIIII■
IIII■IIIIIIII■IIIII
11■IIIIIIII■IIIIIIII■IIIIIIII■
11
1
1
1
1
1 1..1
%+3• -'1.
Coarse Fine Coarse Medium Fiore SIR CI
0.0 0.0 0.0 0.0 4.8 60.6 34.6
SIEVE
SIZE
PERCENT
FINER
SPEC*
PERCENT
PASS?
(X=NO)
#4
100.0
#10
100.0
#20
99.6
#40
95.2
#60
79.1
9100
53.5
9200
34.6
(no specification provided)
Source of Sample: B-6 Depth: 3.5-5
Sample Number: S-2
Material Description
Very Soft, Gray,
Clayey SAND (SC)
Attertl Limits
PL=
LL=
P1=
Coefficients
D90= 0.3374
D85= 0.2890
D60= 0.1722
D50= 0.1378
DgO=
Di 5=
D10=
CU=
Cc=
Classificatlon
USCS=
AASHTO=
Remarks
NMC = 24.6%
ECS CAROLINAS, LLP Client: McDonald's USA, LLC
7211 Ogden BuaIr m Park
Saw 201 Project: Live Oak Street at Carteret Drive McDonald's
WOmh gWn, NC 28411
Ph: (910) 88"114
Fax (910)e86-CM D�MI rJn- 01 lnncc_A r
Date: 10-22
Tested By: PLZ Checked By: KEL I JUN 1 5 2009

COMPACTION TEST REPORT
Curve No.: S-1
Project No.: 22.14455-A
Project: Live Oak Street at Carteret Drive McDonald's
Client: McDonald's USA, LLC
Source of Sample: B-8 Depth: 1.4'
Sample Number: Bulk
Remarks:
MATERIAL DESCRIPTION
Description: Gray, Clayey Sand
Classifications - USCS:
AASHTO:
Nat. Moist =
Sp.G. = 2.65
Liquid Limit =
Plasticity Index =
% < No.200 =
PA
TEST RESULTS
Maximum dry density=117.2 pcf
Optimum moisture =11.4 %
Date: 10/20/08
Water content, %
Carolinas, LLP Figure
Tested By: CS Checked By:
Rom' CF,fV]�' T-)
JUN 1 5 2009
BY:

BEARING
RATIO
TEST REPORT
ASTM
D
1883-05
750
0.5
600
0.4
c 450
0.3
tY
0
300
A
m
02
e
a
150
0.1
g
0 0.1
0 0 24
02
0.3
0.4
0.5
48
72
96
Penetration
Depth
(in.)
Elapsed Time
(hrs)
Molded
Soaked
CBR
M
Lines
Max,
Density
Petcerd of
M016MM
Density
Percent of
Molature
Goner no
Surcharge
S II
IP 1
Mex Dens.
M)
(per)
MM. Dens.
(%)
0.101n.
0.201n.
(In.)
(Iba)
(%)
1 O
117.6
100.3
10.9
117.4
100.2
12.9
22.2
22.5
0.000
10.0
0.1
2 A
3 ❑
Materlal Description
USCS
M.
Dons.
Optimum
Moisture
LL I
PI
Gray, Clayey Sand
117.2
11.4
Project No: 22.14455-A
Test Description/Remarks:
Project: Live Oak Street at Carteret Drive McDonald's
Std. Proctor Comp.
Source of Sample: B-8 Depth: 1-4'
ASTM D698-A
Sample Number: Bulk
Date: 10/27/08
ECS CAROUNAS, LLP
7211 Ogden Business Perk, Sulhr 201, VWmington NC, 28411
�o� �Ph:[phone] Fax: [phone]
F
JUN 1 5 2009

APPENDIX D
GENERAL CONDITIONS
R-CF,'TVEID
JUN 1 5 7009
BY:

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the investigation
previously outlined and the data collected at the points shown on the attached location plan. Tlus report
does not reflect specific variations that may occur between test locations. The borings were located
where site conditions permitted and where it is believed representative conditions occur, but the full
nature and extent of variations between borings and of subsurface conditions not encountered by any
boring 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 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 caisson, foundation, excavating and
earthwork subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, 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
investigation 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 investigation 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.
F
ECFTV.EDUN 15 7.f1U9_�_

APPENDIX E
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

1
Procedures Reeardine ;Field Logs. Laboratory Data Sheets and Samples
In the process of obtaining and testing samples and preparing this report, procedures are followed that
represent reasonable and accepted practice in the field of soil and foundation engineering.
Specifically, field logs are prepared dining performance of the drilling and sampling operations which
are intended to portray essentially field occurrences, sampling locations, and other information.
Samples obtained in the field are frequently subjected to additional testing and reclassification in the
laboratory by more experienced soil engineers, and differences between the field logs and the final logs
exist
The engineer preparing the report reviews the field and laboratory logs, classifications and test data, and
his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are retained in our
laboratory for sixty(60) days and are then discarded unless special disposition is requested by our client.
Samples retained over a long period of time, even if sealed in jars, are subject to moisture loss which
changes the apparent strength of cohesive soil generally increasing the strength from what was originally
encountered in the field. Since they are then no longer representative of the moisture conditions initially
encountered, an inspection of these samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and laboratory data
sheets not be included in engineering reports because they do. not represent the engineer's final opinions
as to appropriate descriptions for conditions encountered in the exploration and testing work. On the
other hand, we are aware that perhaps certain contractors submitting bids or proposals on work may have
an interest in studying these documents before submitting a bid or proposal. For this reason, the field
logs will be retained in our office for inspection by all contractors submitting a bid or proposal. We
would welcome the opportunity to explain any changes that have been and typically are made in the
preparation of our final reports, to the contractor or subcontractors, before the firm submits the bid or
proposal, and to describe how the information was obtained to the extent the contractor or subcontractor
wishes. Results of the laboratory tests are generally shown on the boring logs or described in the extent
of the report, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet, entitled General
Notes.
JUiN 1 5 2009

North Carolina Secretary of State
Page 1 of 1
CORPORATIONS
RECRI VED
North Carolina
Elaine F. Marshall
DEPARTMENT OF THE JUN 1 5 2009
Secretary SECRETARY OF STATlI'
PO Box 29622 Raleigh, NC 27626-0622 [phone]
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Date: 6/15/2009
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Corporation Names
Name Name Type
NC Annie L. Jones Legal
Company, Inc.
Business Corporation Information
SOSID:
Status:
Date Formed:
Citizenship:
State of Inc.:
Duration:
Registered Agent
0225603
Current -Active
3/24/1988
Domestic
NC
Perpetual
Agent Name:
Jones III, Howard Cole
Registered Office Address:
270 Steep Point Rd
Beaufort NC 28516
Registered Mailing
270 Steep Point Rd
Address:
Beaufort NC 28516
Principal Office Address:
270 Steep Point Rd
Beaufort NC 28516-1553
Principal Mailing Address:
270 Steep Point Rd
Beaufort NC 28516-1553
Stock
Class Shares No Par Value
COMMON 1000 Yes
Par Value
N/A
http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitemld=4780772 6/15/2009

'CD-479 42) Business Corporation North Carolina
10.28•
This report may be filed online at the Secretary of State website:
Name of Bus. Corporation; ANNIE L. JONES CO. r INC.
Fiscal Year Ending: 12 31 08 State of Incorporation: NC
Month / Day / Year
Secretary of State ID Number: 0225503
❑I hereby certify that the Information requested below (required by NCGS 55-16-22) has not changed since the most recently
report and is therefore complete.
Nature of Business: LESSOR OF BUILDINGS
Registered Agent: HOWARD COLE JONES III
Registered Office Mailing Address: 270 STEEP POINT ROAD
Date Filed: 4/3/2009 8:51:00 AM
Elaine F. Marshall
North Carolina Secretary of State
2009 114 00880
JUN 1 5 2009
County: CARTERET City: BEAUFORT State: NC ZlpCode:28516
Registered Office Street Address: 270 STEEP POINT ROAD
County: CARTERET City: BEAUFORT State: NC ZlpCode:28516
Signature of New Registered Agent:
(Signature constitutes consent to the appointment)
Principal Office Telephone Number: 2 5 2— 7 2 8— 4 8 83
Principal Office Mailing Address: 270 STEEP POINT ROAD
city: BEAUFORT State: NC Zip Code:28516
Principal Office Street Address: 270 STEEP POINT ROAD
City: BEAUFORT State: NC Zip Code: 28516
Name, Title, and Business Address of Principal Officers:
Name: HOWARD COLE JONES III Title: PRESIDENT
Address: 270 STEEP POINT ROAD
City: BEAUFORT State: NC Zip: 28516
Name: Title:
Address:
City: State: Zip:
Name: Title:
Address:
City: State: Zip:
m of annua report (Must be co leted by all Business Corporations).
Signature (Form mu a signed by an officer of corporation) Date
HOWARD COLE JONES III PRESIDENT
Type or Print Name Title

nda
From: Lewis,Linda 'N_U'`' . "
Sent: Monday, June 15, 2009 12:33 PM JUN ] 5 2009
To: Jon Aldridge; Leo Van Buuren ([e-mail])
Cc: Russell, Janet; Baker, Chris
Subject: McDonalds & Jones Pond BY: _
Jon & Leo:
Thanks for your patience this morning. Hope your trip back to Raleigh was safe and uneventful.
A summary of our meeting with regard to stormwater management:
The 2 ponds shown on the plans are the main pond and the required secondary BMP for SA waters.
The discharge from a properly designed secondary BMP is not considered a direct discharge to SA
waters.
There are actually 2 separate projects, one being the high density subdivision with a wet pond to serve
2 separate parcels, one of which is McDonalds; and the other is the offsite application for McDonalds
itself. The two applications can be reviewed simultaneously, but a separate offsite application fee is
required for McDonalds. At this time, the "Master' wet pond application has been accepted and will be
reviewed in Express. The offsite McDonald's project may be submitted into the regular program,
depending on schedule. If you choose to utilize Express for the offsite review, please contact Janet
Russell to schedule it. Offsite projects are reviewed for a fee of $2000.
1 checked the project location and verified that Turner Creek is SA from its source to Davis Bay. I was
confusing Turner Creek with Taylor's Creek, which is SC.
Some of the built -upon area for the proposed McDonalds was not being collected. We discussed the
need to collect the runoff from these areas and the use of a trench drain and provide revised plans.
The Jones Pond will receive a new permit number but the McDonalds will be permitted under SW8
090526.
As I indicated to you in the meeting, I have checked on the use of the SCS curve number method to determine
the pre and post development volumes. Per the BMP Manual, this method is acceptable only for sites that are
submitted under the Low Impact Development rules, which is a totally different concept. The standard method
of calculating runoff volume for mainline projects is found in Chapter 3 of the BMP Manual, Section 3.3.1, the
Simple Method.
For calculating the 1 year 24 hour runoff volumes, the Rv value for the pre -developed site at zero percent
impervious is .05 and the Rv value for the post -developed site will the 0.69 that you calculated. The Rd value
(runoff depth) for both pre and post is the 3.66" from the NOAA chart. Substituting all these variables into the
volume equation, V = 3630 * Rd * Rv * A(wate:rshed area in acres), results in a difference of 31,550 cubic feet,
which is well in excess of the 8,208 you calculated, and in excess of the 13,783 cubic feet that the pond is
currently designed for.
One thing we did not discuss in the meeting is the orifice sizing. In addition to the 2-5 day drawdown
requirement, the flow rate through the orifice is also subject to confirmation that it does not exceed the pre -
development flow rate for the 1 year 24 hour :storm.
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405

. 91�=Y96-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.