SW8960711_HISTORICAL FILE_19960910

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 °I� 11
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
OjQ) 0c1
YYYYMMDD

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
k
James B. Hunt, Jr., Governor C A , p
Jonathan B. Howes, Secretary C , V �i
A. Preston Howard, Jr., P.E., Director
September 10, 1996
Mr. Joe H. Christian, President
1612 Front Street L.L.C.
Post Office Box 659
Beaufort, North Carolina 28516
Subject: Permit No. SW8 960711
1612 Front Street
High Density Subdivision Stormwater Project
Carteret County
Dear Mr. Christian:
The Wilmington Regional Office received the Stormwater Management Permit Application for 1612 Front Street on July
22, 1996, with final information on August 23, 1996. Staff review of the plans and specifications has determined that
the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 960711, dated September 10, 1996, for the construction of 1612 Front Street.
This permit shall be effective from the date of issuance until September 10, 2006, 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
ajudicatory 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].
Sincerely,
?imBushardt, P.E.
Acting Regional Water Quality Supervisor
JBB/arl: S:\WQS\STORMWAT\PERMIT\960711.SEP
cc: Ron Cullipher, P.E.
Garry Yeomans, Carteret County Inspections
Linda Lewis
Wilmington Regional Office
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No. SWS 960711
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
ffiGH DENSITY 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
1612 Front Street L.L. C.
1612 Front Street
Carteret County
FOR THE
construction, operation and maintenance of a Detention Pond in compliance with the provisions of 15A AXAC
2H .1000 (hereafter 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 September 10, 2006 and shall be subject to the
following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on
page 3 of this permit, the Project Data Sheet. The subdivision is permitted for 11 lots, Lots 1-10
allowed 3,500 square feet; Lot 11 allowed 4,500 square feet of built -upon area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable
parts of the permit.
K

C
State Stormwater Management Systems
Permit No. SW8 960711
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
If Class SA, chloride sampling results:
1612 Front Street
960711
Carteret County
Mr. Joe H. Christian, President
1612 Front Street LLC
Post Office Box 659
Beaufort, North Carolina 28516
July 22, 1996
Taylor's Creek
"SC"
N/A
Pond Depth:
7 feet
Permanent Pool Elevation:
5 MSL
Total Impervious Surfaces Allowed:
70,050 square feet
(Lots 1-10 @3,500; Lot 11 @4,500
plus roads and sidewalk)
Offsite Area entering Pond:
N/A square feet
Green Area entering Pond:
44,736 square feet
Required Surface Area:
2,814 square feet
Provided Surface Area:
Required Storage Volume:
Provided Storage Volume:
Temporary Storage Elevation:
Controlling Orifice:
2,817 square feet
5,732 cubic feet
6,522 cubic feet
6.9 MSL
V pipe
M

State Stormwater Management Systems
Permit No. SW8 960711
4. 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.
5. The permittee is responsible for verifying that the proposed built -upon area does not exceed the
allowable built -upon area. Once the lot transfer is complete, the built -upon area may not be revised
without approval from the permittee, and responsibility for meeting the built -upon area limit is
transferred to the individual property owner. ,
6. The following items will require a modification to the permit:
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 subdivision of the project area.
f. Filling in, altering, w piping of any vegetative conveyance shown on the approved plan.
In addition, the Director may determine that other revisions to the project should require a modification
to the permit.
7. 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.
II. SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for construction and maintenance of the
stormwater management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and
operational for it's intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shall bekept to a minimum and any eroded areas of the system will
be repaired immediately.
2. The permittee grants permission to DEHNR Staff to enter the property for the purposes of inspecting
the project for compliance with the conditions of this permit.
4

N
State Stormwater Management Systems
Permit No. SW8 960711
3. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in it's entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DWQ. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
5. Prior to the sale of any lot, deed restrictions must be recorded which limit the built -upon area per lot
to the amount as shown on the Project Data Sheet, per Part I #2. The recorded statements must follow
the form:
a. "The maximum built -upon area for lots 1-10 is 3,500 square feet, and for Lot 11, 4,500 square
feet, inclusive of that portion of the rigbt-of-way between the lot line and the edge of pavement,
structures, pavement, walkways of brick, stone, or slate, but not including open wood decking. "
b. "The covenants pertaining to stonnwater regulations may not be changed or deleted without
concurrence of the State." 11 y,.
c. "Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the State."
d. "Lots within CAMA's Area of Environmental Concern may be subject to a reduction in their
allowable built -upon area due to CAMA regulations."
If the subdivision exceeds low density, one of the following additional statements are necessary to
ensure that all runoff from built -upon areas of the lot is picked up by the pond. Additional statements
include:
e. "Roof drain gutters are required on all homes and must drain into the street."
f. "Two-thirds of the lot must be graded toward the street."
"Perimeter swales and ditches must pick up the runoff and direct it into the pond."
6. This permit shall become voidable unless the facilities are constructed in accordance with the conditions
of this permit, the approved plans and specifications, and other supporting data.
5

State Stormwater Management Systems
Permit No. SW8 960711
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation
of this permitted facility, a certification must be received from an appropriate designer for the system
installed certifying that the permitted facility has been installed in accordance with this permit, the
approved plans and specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
8. A copy of the recorded deed restrictions must be submitted to the Division within 30 days of the date
of the recording. The recorded copy must be signed by the permittee, dated, stamped with the deed
book number and page, and bear the stamp of the Register of Deeds.
9. A copy of the approved plans and specifications shall be maintainer) on file by the Permittee for a
minimum of ten years from the date of the completion of construction.
III. GENERAL CONDITIONS
1. This permit is not transferable. In the event there is a desire for the facilities to change ownership, or
there is a name change of the Permittee, a formal permit request form must be submitted to the Division
of Water Quality accompanied by an application fee, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be considered on its
merits and may or may not be approved.
2. 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
143-215.6(a) to 143-215.6(c).
3. 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) which have jurisdiction.
4. 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 storinwater management systems.
5. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for
a permit modification, revocation and reissuance or termination does not stay any permit condition.
Permit issued this the 10th day of September, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. 1 ton Howard, Jr., P.E., Director
DiZion of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 960711
E.

State Stormwater Management Systems
Permit No. SW8 960711
1612 Front Street
Stormwater Permit No. SW8 960711
Carteret County
Engineer's Certification
I, as a duly registered Professional Engineer in the State of
North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the•
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.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
7

ry POND MAINTENANCE REQUIREMENTS
Project Name: 1612
Front
Street
Project No.
Responsible Party:
1612
front Street Associates,
LLC Phone NO. [phone]
Address: P.O. Box 659, Beaufort, N.C. 28516
I. Monthly, or after every runoff producing rainfall event, whichever comes fast:
A. Inspect the trash rack; remove accumulated debris, repair/replace if it is not functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the drawdown
mechanism, pump operation wiil be checked. A log of test runs of the pump will be kept.
on site and made available to DEM personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair eroded
areas before the next rainfall event:
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, trash accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
H. Quarterly:
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, -and
piping will be checked for obstructions and cleared as required.
B. Pond inlet pipes will be checked for undercutting, riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75 % of original
design depth or 3 feet whichever is greater, sediment will be removed to at least the
original design depth.
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary.

IV
DIVISION OF ENVIRO
NORTH C NME.NTAL MANAGENIENT
AROLINA STORNIWATER I - GENERAL MANAGEMENT PERMIT APPLICATION
INFORMATION
1. Project Name 1612
2. Location, directions to project
(include County, Address, State Road) Attach ma
(NCSR 1312), Town of Beaufort CartP• 1612 Front Street
eret Count
3. Owner's Name 1612 Front
Street Associates
4.Owner's Mailin L.L.C. Phone (919) 728_5462
Mailing P.O, Box 659
5. App]ication date August 22 S NIC4 28516
—_P,
, 1996
6. Nearest Receiving Fee enclosed $ 385.00
eceivingStream Taylor's Creek
7.Projectdescription Class SC
Sin le family
residential
II• PERMIT EFORMATION
I-Per7nitNo. (Ibbef,lkdinbyD..) SW8960711
2. Permit Type g
New_ Renewal Low Densl o a
Modification (existing 3. Project Type: Permit No.)
Detention Infiltration Other:,Redevelop General
4. Other State/Federal Permits/Approv s
equired (Ch,ckn __Dir Cert
ppropriaie blankrJ
LAMA Major
Sedimentation/Erosioll
Control g
HI' BUILT UPON' AREA (Pleare see NCAC 2KIA75,1,M.1007jor applicablede,,Zy li ,)404 Permit
Classification
Allowable Impervious Area
Total Project Area
Proposed Impervious Area
To Impervious Area
STORNIWATER TREATAUNT
Drams
Bain
SC
0.66 ac
22. 64 ac
1.6— ac
61Z
Dr�ti
Bain
SC
0.03 ac
0.110ac
0 ac
0%
(Describe haw the runaffWill be treated)
Breakdown of Im ervious Area
(Plea.,', indicate below tIle design imperNo,u area)
Buildings 39,500 sf
Streets 26,700 sf
Parking/SW 3,850 sf
Other
Totals 70,500 sf
= 1.61 ac

' V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
I, Joe H. Christian (Plcare print or type mmne clearly) certify that the information included on this permit
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I authorize the below named person or firm to submit stormwater plans on my behalf.
Agent Signature and Title
VH. AGENT AUTHORIZATION (Musrae coMprE7w)
Date
Person or firm name Stroud Engineering, P.A.
Mailing Address Hestron Plaza One, Suite 102
City Morehead Citv State NC Zip 28557 Phone (919) 247=7�79
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO//Central Files
Office use only
nECEIVE��
I AUG 2 31996
PROJ# M 11�

ATTACHMENT A
LOW DENSITY AND SUBDIVISION PROJECTS
GENERAL SUBMITTAL REQUIREMENTS
1. A completed stormwater permit application.
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours,'drainage areas, mean high water line, wetlands, easements, the 30,
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas,
and road cross -sections.
Calculations of the built -upon area, For subdivisions, please show the methodology for arriving at the
per lot built -upon area. For non -subdivision projects, please break down the calculation into buildings,
reads, parking; and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
C. Velocity calculations, indicating a non -erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
DEED RESTRICTION REQUIREMENTS
The following statements must be included for all low density projects, and for 0 subdivisions:
4,500sf Lot 11, 3,500 sf Lots'_1'-10
No more than square feet of any lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt,,gravel,
concrete, brick, stone, slate or similar material, not including wood decking or the water surface of swimming
Pools. This covenant is intended to ensure continued compliance with the stormwaterpermit issued by the State
of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may fill in or pipe any roadside or lot -line Swale, except as necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no one may pipe, fill in, or alter any lot line Swale used to meet North Carolina
Stormwater Management Permit requirements.
NOTE If lot sizdvary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built -upon area for each lot.

DIVISION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION
I. GENERAL INFORMATION
1. Project Name 1612 Front Street
2. Location, directions to project (include County, Address, State Road) Attach map. 1612 Front Street
(SR 1312), Town of Beaufort, Carteret County
3. Owner's Name Mr. & Mrs. P. E. Davidson, Jr. Phone
4.Owner's Mailing Address 4407 Ortega Forest Drive
City Jacksonville State Florida Zip 32210
5. Application date July 17, 1996 Fee enclosed $ 385.00
6. Nearest Receiving Stream Taylor's Creek Class
7.Projectdescription Single family residential subdivision.
II. PERMIT INFORMATION
1. Permit No.troberuedin byDEM)
2.Permit Type X New Renewal Modification (existing Permit
3. Project Type: _Low Density x Detention Infiltration Other:_ Redevelop _General _Dir Cert
4. Other State/Federal Permits/Approvals Required (Check appropriate blanks)
CAMA Major Sedimentation/Erosion Control X 404 Permit
III. BUILT UPON AREA (Please see NCAC 2FL1005 thru .1007for applicable density limits)
Classification i
Allowable Impelus Area
Total Project Area
Drainage Drainage
Basin Ill . Basin lit
SC SC
0.66
ac
0.03
ac
2.64
ac
0.10
ac
Proposed Impervious Area 1.61 ac 0 ac
% Impervious Area 61% 0%
IV. STORMWATER TREATMENT Peso ibe how the runoff will be treated)
Wet detention.
Breakdown of Impervious Area
(Please indicate below the design impervious area)
Buildings 39,500 sf
Streets 26,700 sf
Parking/SW 3,850 sf
Totals 70,500 sf = 1.61 ac
(Design impervious area.)

.,
V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
I Carolyn Davidson certify that the information included on this permit
(Pleare print or type name clearly)
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 211.1000.
I authorize the below Ramson or firm to submit stormwater plans on my behalf.
n
/11
Signature and Title
VII. AGENT AUTHORIZATION (MUSTBE COWL=)
Person or firm name Joe H. Christian.
Mailing Address P.O. Box 659
Date
City Beaufort State N.C. Zip 28516 Phone [phone]
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO//Central Files
STATE
E C E l V E O
JUL 2 21996
PROJ

POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. General:
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond.
C. The orifice/pump is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that time, the system will be checked for clogging. The source of the
clogging willbe found and eliminated.
D. All components of the detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements:
" I
.Toe H. Christian hereby acknowledge that I am the financially
responsi e party for maintenance of this detention pond. I will perform the maintenance as outlined
above, a part of the Certification of Compliance with Stormwater Regulations received for this project.
Signature: Date: June 26, 1996
I, Dion John Viventi a Notary Public for the StateOf North Carolina
County of 9'Carteret , do hereby certify that Joe H. Christian
personally appeared before me this 26th day of June , 19 96, and acknowledge the
due execution of the foregoing instrument. Witness my hand and official seal,
4�
My commission expires -� S" �8" �A
onend
a
.tlN1O0 ;
DA/arl: S:\WQS\STORMWAT\FORMS\O&M-POND.FOR
NHOT, 0

STROUD ENGINEERING, P.A.
HESTRON PLAZA ONE
SUITE 102
MOREHEAD CITY, NORTH CAROLINA 28557
[phone]
Ms. Linda Lewis
NCDEHNR Division of Water Quality
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
RE: 1612 Front Street
Beaufort, Carteret Co.
Dear ewis,
August 22, 1996
;I €l
UI �it�i=il;1 +t
�M�UT��D
AUb
2 3
1996
With regards to your letter of request for additional information dated August 14,
1996, the following items have been addressed:
1) The owner of the above referenced property is presently 1612 Front Street
Associates, L.L.C., therefore, I have prepared a revised application form to
reflect the change in ownership and to show Stroud Engineering as_ authorized
to submit stormwater plans on their behalf.
2) The grading plan has been revised to show three feet deep forebays for both
inlets separated from the main pond as requested.
3) The detail sheet has been revised to show the location, width, 6:1 sideslopc and
elevation of the vegetative shelf on the wet pond section detail as requested. I
have also shown the forebay bottom elevation on this detail as well.
Two copies of the revised plans and application have been enclosed for your approval.
If there are any question or comments please let me know.
DJV/kw
FIIeA81I.ewls.txl
107 COMMERCE ST.
SUITE B
GREENVILLE, NC 27858
[phone]
Sincerely,
Dion J. Viventi, E.I.T.
HESTRON PLAZA ONE
SUITE 102
MOREHEAD CITY, NC 28557
[phone]

AUG-22-9VV6_THU 15:43 BEAUFORT REALTY 9197281322 P.02
� ug li
re I
Prepared by C. R. Wheatly, I11, Attorney, Beaufort, NC 28516
NORTH CAROLINA PARCEL # 73a5'9 a I I
CARTERET COUNTY WARRANTY DEED
8 ; THIS DEED, made this 31 day of (�1 199 G ,
8 by and between P. E. DAVIDSON and wife, CAROLYN DAVIDSON, of
Jacksonville, Florida, party of the first part and 1612 FRONT
STREET ASSOCIATES, L.L.C., whose address is P. O. Box 659,
M. Beaufort, North Carolina 28516, party of the second part;
W I T N
That party of the first part, for a valuable consideration
paid by party of the second part, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell
and convey unto party of the second part, in fee simple, all that
g certain lot or parcel of land situated in Beaufort Township,
Carteret County, North Carolina and being more particularly
O
described as follows:
BEGINNING AT A POINT located in the southern right-of-
way of Lennoxville Road which point is located S 44-01-
30 E 272.47 feet from the centerline intersections of
the Old B&W Railroad Track and Lennoxville Road; thence
from said point of beginning so located and running with
the southern right-of-way of Lennoxville Road S 50-34-00
E 197.90 feet to an iron pipe{ thence running S 06-44-30
W 532.19 feet to a point; thence running S 07-00-40 E
72.83 feet to a point; thence running S 16-42-40 W
176.14 feet to a point in the northern right-of-way of
Front Street; thence with the northern right-of-way of
Front Street S 66-36-00 E 13.75 feet to a point; thence
running across Front Street to the high-water mark of
Taylor's Creek S 06-44-30 W 97.41 feet; thence with the
high-water mark of Taylor's Creek N 71-12-00 W 115.32
feet to a point; thence running N 03-47-25 E 446.06 feet
to a point; thence running N 03-19-10 E 516.31 feet to
_.; the point and place of beginning. Being all of that
property as shown on that survey entitled 1612 Front
5,T 'Sheet by Stroud Engineering, P.A., which description is
�'•T,sa incorporated herein by reference. The above -described
' tl� 6 property was acquired by the grantor by deed and
=CHIVE
AU 2 31996 D BOOi� --J�s Pam'
E M
PROJ H

AUG-22
THU 15:44 BEAUFORT REALTY 9197281322 P.03
2
recorded in Book 492 at Page 351 and Hook 630 at Page
411, both of the Carteret County Registry.
There is excepted from the warranties of the above
property the portion of the above tract located within
the bounds of the 60 foot right-of-way of Front Street.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and
all privileges and appurtenances thereto belonging to party of the
second part, in fee simple.
And party of the first part covenants with party of the
part, that they are seized of the premises in fee simple,
the right to convey the same in fee simple, that title is
and free and clear of all encumbrances, and that party
the first part will warrant and defend the title against the
claims of all persons whomsoever except for the exceptions
fter stated.
IN WITNESS WHEREOF, party of the first part has hereunto set
his hand and seal, the a frL
fir@t above written.
r
(SEAL)
P. vE. DA I ON
oi�¢&*� (SEAL)
CAROLYN DKVIDSON
NORiH-CAROLINA
CARTERE`P COUNTY //�o-uti�y a�yF J7�.✓a/�
I, 2-1111 irr t. ".'� C: ��lr� , Notary Public of the County
and State aforesaid, certify that P. E. DAVIDSON and wife, CAROLYN
DAVIDSON personally appeared before me this day and acknowledged
the due execution of the foregoing document.
ST
WLViE$S my hand and notarial seal this the -3/ day of
�� , 1996.
Commission Expires: Notary Public
$ EMEMMME L. CLAW
t%y WQ9YYt9SGM/L'CYQSi?
r fig: Nc2/, 199E
97nY071w NedY nc9e li�l9lh
BOOK �� PAGE-

_AUG-22-II6 THU 15:45 BEAUFORT REALTY 9197281322 P.04
3
CAROLINA
RET COUNTY
The foregoing certificate(s)kFS`k+�
are
v We cVLLWca. r111s insLrumenL wasr 9 me
on and recorded in thi office n Book ,
k4L
_ O day of 19 L i� , at
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BOOK PAGE

a
State of North Carolina
Department of Environment, Health, and Natural
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF WATER QUALITY
Governor WATER QUALITY SECTION
August 14, 1996
Mr. Ron Cullipher, P.E.
Stroud Engineering
Hestron Plaza I, Suite 102
Morehead City, North Carolina 28557
Resources
Jonathan B. Howes
Secretary
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960711
1612 Front Street
Carteret County
Dear Mjc— ipher:
The Wilmington Regional Office received a Stormwater Management Permit Application for 1612
Front Street on July 22, 1996. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. Please provide a signed agent authorization from Ms. Davidson which authorizes Mr.
Christian to sign the permit application and the Operation and Maintenance Plan. The
authorization space on the permit application is where the applicant authorizes the
engineering firm to submit stormwater plans on his/her behalf. The Stroud Engineering firm
name and address should go in this space. You may also have Ms. Davidson sign the permit
application and 0 & M Plan.
2. Please add a forebay detail to the pipe inlet detail. Every inlet into the pond must have a
forebay. The forebay is a shallow area (=2'-3' deep), separated from the main pond by a
weir, that holds =20% of the pond storage volume. Since you have 2 inlets, each forebay
would hold 10% of the volume. See enclosed detail.
3. Please add the location, width, 6:1 slope and elevations of the vegetated shelf to the wet
pond section detail. The shelf is generally located nearer the permanent pool to provide
regular inundation of the wetland plants in the shelf area.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Cullipher
August 14, 1996
Stormwater Project No. SW8 960711
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to September 14, 1996, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
46 �; ' � d�-
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\96071LAUG
cc: Linda Lewis
Central Files
2

STROUD ENGINEERING, P.A.
Hestron Plaza One Suite 102
MOREHEAD CITY, NC 28557
[phone] J U L 2 2 1996
TO
/Z
WE ARE SENDING YOU ($;Attached ❑ Under separate cover via _
❑ Shop drawings ❑ Prints
❑ Copy of letter ❑ Change order
❑ Plans
dC UCTIE 3 OCR 4EM"MOUCTM
n
❑ Samples
— rD Specifications
V E M
®-_
NO MOM
IX For approval
❑ For your use
❑ As requested
❑ Approved as submitted ❑ Resubmit copies for approval
❑ Approved as noted
Cl Returned for corrections
❑ For review and comment ❑
❑ FORBIDS DUE
REMARKS
❑ Submit copies for distribution
❑ Return corrected prints
19 ■ PRINTS RETURNED AFTER LOAN
MIN
COPY
If enclosures are not as noted, kindly notify us at once.

I

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188/9
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File:47Marrati5.txt
Narrative
Erosion & Sedimentation Control Plan
Stormwater Management Plan
1612 Front Street
Beaufort, Carteret County, North Carolina
July 17, 1996
Client:
1612 Front Street Associates, L.L.C.
P.O. Box 659
Beaufort, North Carolina 28516
[phone]
Engineer:
Stroud Engineering, P.A.
Hestron .Plaza One, Suite 102
Morehead City, North Carolina 28557
[phone]
Ronald
Cullipher, P.E.
n E C E I V E y
�IJnu{ JUL 2 219996
0
PROJ A W %I

Y1,11 ANT9
40
r'
0

• A. Description of Project
1. Type of Development
The 1612 Front Street project located on SR 1312 in Beaufort, Carteret
County, North Carolina is a proposed single family residential subdivision. All
planned construction work will take place within the 2.91 acre tract bounded to
the north by SR 1309 to the south by Taylors Creek, the cast by N/F Robert
M. Lewis Property and Laurel Lane and to the west by N/F C. R. Wheatly, III
Property.
2. Earth Disturbing Activities
a. Clearing and grubbing of right-of-way and construction areas.
b. Cleanup and grading activities associated with street, parking, structural
and drainage construction.
C. Installation of underground utilities including subsurface storm drainage
facilities.
• d. Paving, building, parking, and landscaping construction activities.
B. Stormwater Management, Erosion and Sedimentation Control
Prior to development, untreated stormwater runoff drained from the site
primarily via sheet flow and collected by existing ditches and subsurface drainage
facilities which carried the water to Taylor's Creek. Development of the project shall
address applicable stormwater management and erosion control concerns for all new
impervious surfaces with the following measures:
1. Collection and wet detention designed to treat and discharge first inch of
stormwater runoff volume on a 10 year storm frequency basis.
2. Protection of proposed facilities and downstream waters from effects of erosion
during and after construction utilizing methods and facilities outlined in
sequence described below.
C. Time Sequence of Operations
1. Installation.of stone construction entrance.
2. Clear and grub right-of-way and constructions areas.
3. Installation of silt fencing..
• 4. Rough grade construction areas and subgrade street.
File:47114artati5.at

• 5. Install subsurface stormwater drainage facilities and underground utilities.
6. Install concrete curb and gutter..
7. Place stone base course in street.
8. Seed construction areas outside of proposed street.
9. Pave streets.
10. Construct buildings, sidewalks, and concrete drives.
11. Final grading, landscaping, and seeding.
12. Check/maintenance of erosion control and stormwater management facilities.
D. Coastal Stormwater Regulations"
The North Carolina Division of Environmental Management implemented
Coastal Stormwater Regulations in coastal counties in January 1988. These
regulations are detailed in 15NCAC 21-1.1000 Stormwatcr Runoff Disposal. These
rules were implemented to limit waste constituents and resulting pollutant loads on
waters of the state. 1612 Front Street.is a residential subdivision development project
involving stormwater treatment of new impervious surfaces proposed within the tract.
The measures outlined above, combined with the maintenance plan described below,
should contribute to the reduction of waste constituents and resultant pollutant loads
on the downstream waters affected by this project.
• E. Maintenance Plan
Upon completion of construction any accumulated silt shall be removed from
basins, drainage structures, and subsurface pipes.
The owner shall implement a maintenance plan that incorporates, as a
minimum, the following:
1. Inspect the drainage structures and outlet control devices monthly and remove
any sediment or debris that has accumulated.
2. Maintain and mow grass on a regular schedule. Ensure that grass height is
maintained below four inches.
File:47NmatO.ty

Technical Specifications
• 1612 Front Street
Beaufort, Carteret Co., North Carolina
July 17, 1996
Is
File:47/161M.lxt
Client:
1612 Front Street Associates, L.L.C.
P.O. Box 659
Beaufort, North Carolina 28516
[phone]
Engineer:
Stroud Engineering, P.A.
Hestron Plaza One, Suite 102
Morehead City, North Carolina 28557
[phone]
�9G
' �L
D. my
Ronald D. Cullipher, P.E. Date

0
U
Division 1
Earthwork
Pg. 3
Division 2
Asphalt Concrete Paving
Pg. 5
Division 3
Curb & Gutter
Pg. 8
Division 4
Seeding & Mulching
Pg. 9
Division 5
Site Grading
Pg. 12
Division 6
Storm Drainage & Erosion Control
Pg. 15
Division 7
Water Distribution System
Pg. 19
Division 8
Sewer System
Pg. 2.6
File:47/1612fuxt
Page 2

Division 1
Earthwork
A. Scope of Work
The work to be performed under this section consists of furnishing all tools,
labor, materials, equipment, and other things necessary to complete all excavation and
backfill for roadways, backfills, or embankments required for bringing all portions of
the site to finish grades as shown on drawings, excavations, and backfill of trenches.
B. Workmanship
1. Erosion and Sedimentation Control.
Prior to beginning any earth -disturbing activity, the Contractor shall
construct all silt fences, straw bale barriers, and/or other erosion and
sedimentation control devices as shown on the plans or as directed by the
Engineer.
2. Roadway Excavation
Excavation shall be to line and grade as established by the Engineer.
• The Contractor shall exercise caution to prevent excavation lower than
established subgrade, but in the event this has been done, the low places shall
either be backfilled with suitable material or replaced with compacted stone
base, as directed by the Engineer. Excavated material, when suitable, shall be
used as embankment wherever required and the Contractor shall so schedule
his operations as to be able to move surplus excavation to areas which will
require embankment. Surplus excavation shall be hauled, spread, and
compacted in a predetermined area designated by the Engineer.
3. Embankments - Method of Construction
File:47/1612fs.txt
Embankments shall be formed of earth or other material having met the
approval of the Engineer. After the site has been prepared, the entire surface
shall be thoroughly rolled. Embankment shall be built up full width from the
bottom in successive layers not exceeding six (6) inches in thickness, loose
depth, with sides kept slightly higher than the center. Each layer shall be
compacted to 95% of maximum density as determined by the standard proctor
methods conducted in accordance with ASTM D 698. Street shall be proof -
rolled with a loaded dump truck prior to paving. Compaction testing shall be
provided if requested by the Town of Beaufort. Proof -rolling shall be observed
by a Town of Beaufort representative.
Page 3

During the process of construction, the Contractor must reasonable
distribute all hauling and traffic over the surface of the embankment so that it •
may become uniformly solidified.
The Contractor will beheldfully responsible for the stability of all
embankments and shall repair all damages to embankments which occur prior
to final completion of the work covered by the Contract.
4. Undercutting
Should faulty soil conditions be found while preparing the subgrade, the
unsuitable material shall be removed as directed and the subgrade be brought to
proper elevation by filling with suitable material excavated from other sites.
5. Disposal of Waste Excavation
Excess material which is.not used for embankments shall be disposed of
in a predetermined area designated by the Engineer. Waste material shall be
spread in a manner that drainage will .be maintained at all times.
6. Field Density Tests
Field density tests shall be made on each layer of fill as it is
• constructed. A minimum of three tests shall be made on each layer of roadway
fill under pavement for each 100 if of street. Tests shall be constructed in
accordance with ASTM D 1556 Sand Cone method. the initial series of tests
will be paid for by the Owner. If the specified compaction has not been
attained, the Contractor shall farther compact the fill and furnish additional
field density tests as determined to be necessary by the Engineer. The
additional test shall be conducted at the Contractor's expense.
C. Payment
Payment shall be included in the contract price.
File:47/1612fs.txt Page 4

Division 2
Asphalt Concrete Paving
A. General
1. Scope of Work
Fumish all tools, labor, material, and equipment as required to perform
subgrading, fine grading and construct all paved areas.
2. Quality Assurance Testing Requirements
When the subgrade has been prepared and prior to placing any base
course material, notify the Engineer. The Engineer will check the subgrade for
compliance with planned profile and cross-section. Density tests may be
required at the descretion of the Engineer. The initial test will be paid for by
the Owner. Any areas which fail to meet compaction requirements as set forth
in Division 2A Earthwork shall be further densified and retested. Any retesting
required shall be done at the expense of the Contractor.
3. Notification
• Nofity the Engineer prior to placing any base course material and again
prior to paving.
B. Materials
1. Base Course
The base course shall crushed aggregate base course (CABC) in
accordance with NCDOT specifications for roads and structures, Section 910.
This subgrade is to be maintained throughout the paving activity.
2. Pavement
The pavement shall consist of 1 %2" bituminous concrete surface come,
Type 1-2, placed in one layer. Bituminous concrete shall comply with the
North Carolina State Highway Commission Standard Specifications for Roads
and Structures, Section 645.
C. Workmanship
The paving operation shall comply in all respects with North Carolina State
• Highway Standard Specifications .for Roads and Structures, latest edition.
File:47/1612fa1xt Page 5

D. Execution
• 1. Preparation of Subgrade
When all excavated areas have been brought to grade and all
embankment areas have been graded and compacted, the subgrade surface shall
be checked by means of levels and templates for cross-section. If found
correct, the entire subgrade shall then be rolled with a power roller weighing
not less than ten (10) tons after which the cross-section shall again be checked
by template and all inequalities remedied. Subgrade areas which yield under
pressure shall be removed and replaced with suitable material. When rolling,
checking, and re -rolling have been completed, the subgrade shall be considered
ready to receive the base course.
No base material shall be placed unless the subgrade is dry and firm.
Before beginning construction of the base course, the subgrade shall
have been prepared as directed above. Any settlement evident after base
course has been placed shall be corrected as directed by the Engineer and at
the Contractor's expense.
2. Placing CABC
• Spread the CABC on the subgrade with a mechanical spreader capable
of placing the materials to a uniform loose depth and without segregation,
except that for areas in accessible to mechanical spreader, the CABC may be
placed by other methods approved by the Engineer.
No base material shall be placed on frozen subgrade or base. Hauling
equipment shall not be operated on a previously completed layer of base
material soft enough to rut or weave beneath the equipment.
The Contractor shall utilize methods of handling, hauling, and placing
which will minimize segregation and contamination. If segregation occurs, the
Engineer may require that changes be made in the Contractoes method to
minimize segregation and may also require mixing on the road which may be
necessary to correct any segregated material. No additional compensation will
be allowed for the work of road mixing as may be required under this
provision.Aggregate which is contaminated with foreign materials to the extent
the base course will not adequately serve its intended use, shall be removed
and replaced by the Contractor at the direction of the Engineer at no additional
cost to the Owner.
The base shall be compacted to a density equal to at least one hundred
percent (100) of that obtained by compacting a sample of the material in
accordance with AASHTO. T 180.
File:47/1612fs.txt Page 6

The base material shall be compacted at a moisture content which is
approximately that required to project the maximum density indicated by the
. above test method. The Contractor shall dry or add moisture to the material
when required to provide a uniformity compacted and acceptable base.
The base material shall be shaped to conform to the lines, grades and
typical sections shown on the plans or established by the Engineer. When
completedi the base course shall be smooth, hard, dense, unyielding and well
bonded. A broom drag shall be used in connection with the final finishing and
conditioning of the surface of the base course.
3. Reconditioning Compacted Areas
Where completed compaction areas are disturbed by subsequent
construction operations or adverse weather; scarify surface, reshape and
compact to required density prior to further construction.
4. Maintenance of CABC
The Contractor shall maintain the surface of the base by watering,
machining and rolling or dragging when necessary to prevent damage to the
base by weather or traffic.
Where the base or subgrade is damaged, the Contractor shall repair the
damaged area, reshape the base to the required lines, grade and sections and
recompact the base to the required density.
5. Bituminous Concrete Paving
The paving operation shall comply in all respects with NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES, latest edition.
The thickness tolerance for the in -place compacted bituminous concrete
shall be plus or minus 1/4 inch.
6. Surface Smoothness
Test finished surface of each asphalt concrete course for smoothness,
using 10' straight edge applied parallel and at right angles to centerline of
paved area. Surfaces will not be acceptable if exceeding the 3/16" tolerance
for smoothness.
E. Payment
9 Payment will be included in the contract price.
File:47/1612fs.txt Page 7

Division 3
• Curb & Gutter
A. Description
The work includes construction of 24" standard concrete curb and gutter.
B. Materials
1. Concrete
Concrete shall meet requirements of North Carolina State Highway
Commission Standard Specification for Roads and Structures, Section 900 for
Class "B" Concrete.
2. Curb and Gutter
Curb and gutter shall be 24"standard type.
C. Workmanship
• 1. All workmanship shall comply with North Carolina State Highway Commission
Standard Specifications for Roads and Structures, latest edition.
I*
2. The Contractor shall backfill curb and gutter as soon as practical. If the curb
and gutter become misaligned due to failure of the Contractor to properly
backfill the curb; then all misaligned curb and gutter shall be replaced at the
Contractor's expense.
3. The Contractor shall take care not to disturb any structures in place. Any
damage caused by his operation will be repaired at the Contractors expense.
D. Notification
Notify the Engineer at least twenty-four hours prior to placing curb and gutter.
E. Payment
Payment for curb and gutter will be included in the contract price. No
additional payment will be made for backfilling.
File:47/1612A.at Page 8

Division 4
Seeding & Mulching
A. Description of Work
Seed and mulch all areas which arc disturbed by the Contractor's operations
and which are not to be covered by gravel or concrete.
B. Products
1. The seed mixture shall comply with the seeding schedule attached.
2. All seed shall be labeled in accordance with U.S. Department of Agriculture
"Rules and Regulations under the Federal Seed Act" in effect at date of
purchase of seed. All seed shall be furnished in standard containers. Seed
which has become moldy, wet`or otherwise damaged in transit or storage shall
not be accepted.
3. Seed purity, germination and weed content shall comply with the following:
Description
Minimum
Seed Purity
Minimum
Germination
Maximum
Weed Seed
Sericea Lespenseza
98
85
0.50
KY31 Fescue
85
80
0.50
Pensacola Bahiagrass
80
1 70
1 1.00
Weeping Lovegrass
95
85
1.00
Korean Lespedeza
97
85
1.00
4. Lime
Apply lime at the rate of two tons per acre. Lime shall be agriculture
grade, ground limestone. Ground limestone shall contain not less than 88% of
calcium carbonate content equivalent and shall be of a fineness to 90% will
pass through a Number 10 sieve and not less than 50% through a Number 50
sieve.
5. Fertilizer
Apply 1,000 pounds per acre; 10-10-20 or equivalent. All fertilizer
shall be delivered in bags or other convenient standard containers with name of
material, name of manufacturer, net weight and analysis on each bag or
container.
File:47/1612fs.txt Page 9

6. Mulch
• Shall consist of small grain straw or tame hay, free of undesirable weed
seed. Mulch shall be applied at the rate of 2 tons per acre.
C. Grassing Procedure
1. Advance Preparation
Areas to be graded shall be brought to the proper line, grade and cross
section, as shown on the plans or as previously constructed before grassing
operations are started. If any damage by erosion or other causes has occured
after the completion of grading and before beginning the application of
fertilizer and lime, the Contractor shall repair such damage. This shall include
filling washes, smoothing irregularities and repairing other incidental damage.
Minor shaping and smoothing of uneven and rough areas outside of the graded
section shall be done as directed by the Engineer in order to provide for more
effective erosion control and for ease of subsequent mowing operations.
2. Tillage
All graded areas shall be thoroughly tilled to a depth of at least 4" by
plowing, disking, harrowing or other approved methods until the condition of
• the soil is acceptable. Where soil conditions are such that difficulty is
encountered in getting clods and lumps effectively pulverized, the Contractor
shall use rotary tillage machinery until the mixing of the soil is acceptable to
the Engineer and no clods or lumps remain larger that 1 1 /2" in diameter.
3. Cleanup
After completion of the tillage operation, the surface shall be cleared of
stones, debris or other objects larger than 1 1/2" in thickness or diameter and,
other objects that might become a hindrance to maintain operations.
•
4. Applying Lime and Fertilizer
Following the cleanup operation, lime and fertilizer shall be spread
uniformly over the areas to be grassed and shall be thoroughly mixed with the
soil to a depth of approximately 3". Fertilizer shall be applied at a rate of
application specified herein before, unless otherwise directed. In all cases
where practicable, approved mechanical spreaders shall be used for spreading
fertilizer and lime.
File:47/1612fs.CR Page 10

S. Seeding
. Seed shall be sown within 24 hours following the application of
fertilizer and lime as specified herein before. Seed shall be uniformly sown at
the rate specified by the use of approved mechanical seeders.
The seeds shall be covered and lightly compacted by means of a
cultipacker or light roller. On slopes inaccessible to compaction equipment, the
seed shall be covered by dragging spiked chains, by light harrowing or by other
satisfactory methods.
Within 36 hours following completion of seed application the entire
area shall then be mulched and the mulch shall be anchored.
6. Hydraulic Seeders
May be used for application of seed and fertilizer. Seed shall not
remain in water containing fertilizer for more than 30 minutes prior to
application unless otherwise permitted by the Engineer.
7. Maintenance
The Contractor shall maintain seeded areas until an approved stand of
• grass has been achieved. He shall add fertilizer or seed to bare areas as
required and water and mow as necessary to acquire a good stand of grass.
8. Stand of Grass Required
It is the intent of this specification that the Contractor be obligated to
deliver a satisfactory stand of perennial grass. If this is necessary to repeat any
or all of the work, including plowing, fertilizing, watering and seeding, the
Contractor shall repeat these operations at no additional cost until a satisfactory
stand is obtained.
File:47/16122.txt Page 11

•
Division 5
Site Grading
A. Description of Work
The work includes:
1. Stripping topsoil and stockpiling for later use.
2. Excavation and fill for driveways, parking, and building pad.
B. Material
1. Fill Material
Use only select material meeting the approval of the Engineer. Where
material excavated from on site cut areas is determined by the Engineer to be
suitable, it shall be used as fill. Suitable fill material shall generally consist of
materials classified as A-1-a, A-1-6, A-24 or A-2-5 and not containing
excessive moisture. Where suitable materials are not available on site, borrow
material shall be furnished. Borrow shall generally meet the same requirements
as specified above.
2. Base Material for Floor Slab
The final four inches of fill below the floor slab shall be clean, coarse
and sharp sand consisting of hard particles free from silt, salt or organic matter.
C. Execution
1. Erosion and Sedimentation Control
Prior to beginning any earth -disturbing activity the Contractor shall
construct all silt fences, straw bale barriers and/or other erosion and
sedimentation control devices as shown on the plans or as directed by the
Engineer.
2. Stripping
Shall consist of removing organic soils and root mats from the surface
of all areas to receive special surface treatment including both asphalt and
concrete surfaces. Depth of stripping shall be determined based on site
conditions but the minimum depth shall generally be four inches. All material
from stripping operations shall be stockpiled in designated area.
File:47/1612Wxt Page 12

. 3. Rough Grading
Generally site grading shall conform to the grades and contours shown
on the plans. Tolerance for rough grades shall be +0.1 feet. Grade will be
staked by the Engineer.
4. Proof Rolling
After all portions of the site have been graded to finish grade the entire
area shall be proof rolled in the presence of the Engineer. A fully loaded
triaxle or tandem dump truck or a motor grader may be used for the proof
rolling. Areas which yield under the roller pressure shall be undercut, filled
with suitable material and compacted.
5. Building Area Subgrade Compaction
After the building area has been stripped, roll the entire building area
with a vibrating roller having a minimum static weight of 22,000 lbs. Make a
total of eight passes, four in each direction at 90 degrees to each other.
6. Embankment Construction
• Embankments shall be constructed using only suitable fill material as
defined in paragraph B-1 above.
40
Embankments shall be built up in fill width from the bottom in
successive layers not exceeding 12 inches thickness, loose depth with sides
slightly higher than the centers:. Each layer shall be compacted with a vibrating
roller, eight passes as specified in five above.
7. Different Site Conditions
Should the Engineer determine that construction methods other than
those specified herein are required to obtain the required compaction, then the
price for such work shall be negotiated.
8. Density Testing
Subgrades shall be compacted the following densities:
Pavement Subgrades
Building Footings
Floor Slab
File:47/1612fs.txt Page 13
95% Modified Proctor
95% Modified Proctor
90% Modified Proctor

• Density test if required will be paid for by the Owner. Any retesting
required due to improper compaction techniques will be paid for by the
Contractor.
:0
File:47/1612fs.txt Page 14

Division 6
Storm Drainage & Erosion Control
A. Scope of Work
1. The work to be performed consists of famishing all tools, labor, materials,
equipment, supplies and other things necessary to complete the construction of
all storm drainage systems including incidental structures.
2. Underground Utilities and Structures
Utilities and other existing underground structures shown on the
drawings are shown for the purpose of indicating the existence of such utility
or structure and no guarantee is given as to the exact location or the
completeness of the information shown. It shall be responsibility of the
Contractor to locate all such utilities and structures and to maintain service or
promptly restore service, at his own expense, in the event interruption is caused
by his operation.
All utilities and structures that are uncovered by the excavation process
and left in the trench shall be carefully supported and protected from injury by
• the contractor's operation.
At least 48 hours prior to beginning construction the Contractor shall
notify Utilities Locating Company, Inc. (ULOCO) 1-800-6324949 in order that
existing utilities in the area may be flagged and staked.
B. Materials
1. Concrete Pipe
Concrete pipe shall be reinforced concrete pipe, Class III or better,
meeting all requirements of ASTM C-76, latest edition.
Joints for concrete pipe shall be Ram-Nek type.
2. Drainage Structures
File:47/1612fs.txt
Comply with NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES, Section 840-2.
Page 15

• 3. Silt Fence
Comply with. typical detail on the plans.
4. Stone Construction Entrance
Comply with typical detail on plans.
5. Manhole Frames and Covers
Manhole frames and covers shall be McKinley Type BM or approved
equal..
6. Catch Basin Frame and Grate
Catch basin frame and grate shall be Dewey Brothers CH-BM-2001 or
approved equal.
7. Drop Inlet Frame and Grate
Drop inlet frame and grate shall be McKinley Type B or approved
equal.
• 8. Gravel
Gravel shall be size three -fourths inch to one and one-half inch washed
stone.
C. Workmanship
1. Excavation
Excavation in all cases shall conform to the line, depth, and grade as
shown on the plans or as directed by the Engineer. A fum full length support
shall be formed for all pipe and structures.
2. Shoring
The Contractor shall furnish, put in place, and maintain such sheeting,
bracing, etc. required to support the sides of the excavation and to prevent any
movement which can in any way injure the masonry, diminish the necessary
width of the excavation or otherwise. injure or delay the work of endanger
adjacent buildings or other structures or create undue hazard to workmen
employed therein. If the Engineering is of the opinion that at any point
. sufficient or proper supports have not been provided, he may order additional
File:47/161M.txt Page 16

• supports put in at the expense of the Contractor and the compliance with such
orders shall not release the Contractor from his responsibility for the
sufficiency of such support.
Care shall be taken to prevent voids outside of the sheeting, but if voids
are formed, they shall be immediately filled and rammed to the satisfaction of
the Engineer. All sheeting and bracing that is removed from the backfill shall
be removed in such a manner as not to endanger the constructed sewer or other
structures, utilities or property, whether public or private. All voids left or
caused by the withdrawal of sheeting shall be immediately refilled with earth
as directed by the Engineer.
3. Dewatering
The contractor shall remove by pumping, bailing or otherwise any water
which may accumulate or be found in the trenches and other excavations made
under this Contract and shall form all dames, flumes, or other works necessary
to keep them entirely clear of water while the water lines, sewers, foundations,
and structures are being constructed. Water from the trenches and excavations
shall be disposed of in such a manner as will not cause injury to the work
completed or in progress, to the public health, to public or private property, nor
cause any interference with the use of the same by the public. Well point
• system, if required, shall be installed and operated at the expense of the
contractor.
•
4. Backfilling
All backfilling shall be compacted to the density of the adjoining
undisturbed soils. Granular materials may be backfilled by flooding with
water.
5. Finishing Grading
Grading shall be accomplished by using only light weight equipment
and by hand as necessary to prevent damage to the system.
D. Inspection
The Contractor shall not cover any work until it has been inspected by the
Engineer.
File:47/1612fuxt Page 17

• E. Execution
1. Pipe Installation
•
Comply with NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES, Section 300.
2. Erosion Control
Place rip -rap and silt fence as soon as possible. Contractor will be
responsible for implementing erosion control measures as designated on plans.
File:47/1612fs.to Page 18 -

•
Division 7
Water Distribution System
A. General
1. Description of Work
Work to be performed under this section consists of furnishing all,
tools, labor, materials, equipment, supplies and other things necessary to
construct the water distribution system including all mains and appurtenances.
2. Underground Utilities and Structures
Utilities and other existing underground structures shown on the
drawings are shown for the purpose of indicating the existence of such utility
or structure and no guarantee is given as to the exact location or the
completeness of the information shown. It shall be the responsibility of the
Contractor to locate all such utilities and structures and to maintain service or
promptly restore service, at his own expense, in the event interruption is caused
by his operation.
All utilities and structures that are uncovered by the excavation process
and left in the trench shall be carefully supported and protected from injury by
the Contractor's operation.
At least 48 hours prior to beginning construction the Contractor shall
notify Utilities Locating Company, Inc. (ULOCO) - Tel: [phone] in
order that existing utilities in the area may be flagged and staked.
3. Notification
Notify the Town of Beaufort (Te1:728-2141) and the Engineer (Tel:
247-7479) at least 48 hours prior to beginning work.
B. Materials
1. Ductile Iron Pipe (DIP) - All Sues
File:47/1612fs.txt
Ductile iron pipe shall be Class 50 unless otherwise specified,
conforming to the most recent revision of AWWA Standard C-151 (ANSI A
21.51) and shall be cement lined in accordance with the most recent revision of
AWWA Standard C-104 (ANSI A 21.4). Pipe may be mechanical or push -on
Page 19

• joint in accordance with AWWA Standard C-1 I I (ANSI A 21.11) unless
otherwise specified. Standard. length shall be 18 feet.
2. PVC Pipe - All Sizes
Polyvinyl chloride pipe shall be Class 200 conforming to ASTM
D-1784 and D-2241. Joints shall be integral bell with rubber gaskets
conforming to ASTM D-3134 and F-477. The pipe shall be SDR21 and shall
bear the National Sanitation Foundation seal for potable water.
3. Gate Valves - 2" and Larger
Valves shall be iron body, fully bronze mounted double disc, parallel
seat with mechanical joints. Valves shall be of the nonrising.stem type with 2"
square operating nuts. Valves shall open counterclockwise and be equipped
with "O" ring seals in accordance with the most recent revision of AWWA
Standard C-500. Valves shall be manufactured by Mueller, American Darling
or Clow Corp.
4. Valve Boxes
Valve boxes shall consist of cast iron telescoping, top and bottom
• sections with cover marked "WATER". The sections shall be adjustable for
different burying depths. Valve boxes shall be Dewey Brothers VBX-TE-100
or approved equal. Extensions, if necessary, shall be provided through the
addition of one bottom section and an appropriate of 6" C.I. soil pipe.
5. Fittings
Tees, elbows and other fittings in 4" size or greater shall be of ductile
mechanical joint or push on joint, cement lined, meeting the most recent
revisions of AWWA Standard C-110 (ANSI A 21.10) and shall be designed for
a minimum working pressure of 150 psi. Fittings for 2" PVC shall conform to
the ASTM Standards for 2" PVC pipe and be rubber gasket -bell type joint.
6. Hydrants - 5 Y4"
Hydrants shall be cast iron body with "O" ring seals and bronze to
bronze threads on the seat ring and drain ring housing. The hydrant shall be
designed for 150 psi working pressure as manufactured by Mueller or
American Darling in accordance with the latest AWWA Standard (C-502).
Hydrants shall be provided with two 2%2 inch outlets and a 4%2 inch pumper
nozzle having National Standard thread. Hydrants shall have the traffic
breakable feature. Hydrants shall be so designed that when it is in place, no
• excavation or tension wrenches are required to remove the main valve and
File:47/1612fs.cet Page 20

• movable parts of the drain valve. Hydrants shall have a main valve of 5'/, inch
diameter and an inlet size of 6 inch diameter with mechanical joint fitting. The
operating nut shall be National Standard and shall open counterclockwise.
Color shall be fire hydrant red above the ground line.
7. Tapping Valves
Tapping valves shall meet all of the requirements of 4 above except that
only one side of the valve shall have a mechanical joint fitting; the other shall
be flanged:
8. Service Tap C/." and 1") for PVC and DIP
Corporation stops shall be Ford F-1000, Mueller 15008 or approved
equal. Service clamps, if used, shall be of bronze construction as manufactured
by Mueller or approved equal. All corporation stops shall be machine installed
in accordance with the manufacturer's recommended procedures.
9. Service Clamp
Double strap service clamps or saddlestraps shall be used on all 2" PVC
pipe. Service clamps shall be of bronze construction and equal to that
• manufactured by Mueller Company, Ford Meter Box Co. or approved equal.
All corporation stops or saddlestops shall be installed in accordance with the
manufacturer's recommended procedures.
11
10. Service Pipe
The service pipe from water mains shall be plastic municipal service
line pipe, 160 pound class, in conformance with ASTM Specification D-2737.
The pipe shall be supplied in 300 feet coils and no joint or coupling shall be
installed between the main service tap and the meter stop. Plastic stiffeners
shall be supplied for connecting service pipe to corporation stops and meter
valves.
11. Meter Setters
Meter setters shall be as manufactured by Mueller or Ford.
12. Meter Boxes
Meter boxes may be plastic with cast iron lids.
File:47/1612fuxt Page 21

• C. Workmanship
1. Excavation
Excavation of trenches for water lines shall comply with details as
shown on plans.
Any excavation below the specified level shall be backfilled with
sand, gravel or other approved material at the Contractor's expense and
such material shall be tamped to the satisfaction of the Engineer. The
sides of trenches in cohesive soils shall be vertical and their widths
shall be no less than 6 inches nor more that 8 inches on each side of the
pipe bell or trenches may be excavated to widths recommended by the
pipe manufacturers. The bottom of the trench at the bells shall be
excavated by hand to accurately fit the bells. The Contractor shall
remove all water accumulated in the trench in a manner approved by
the Engineer.
2. Pipe Installation
All pipe shall be installed in accordance with pipe manufacturers
recommendation.
• Pipe fittings and valves shall be handled in a manner which will prevent
damage and while they are suspended over the trench they shall be inspected
for defects and rung with a light hammer to detect cracks.
0
Before the pipe is laid it shall be examined for defects and all dirt and
loose material of any sort shall be removed. After the pipe is in place the
Contractor shall keep trench free of standing water and other foreign materials.
Concrete blocking shall be installed.to prevent movement of valves and
fittings. Method of blocking shall be subject to the approval of the Engineer.
3. Valve Boxes
Valves shall be set plumb with the box directly over the valve and
placed in such a manner so as not to place any undue stresses of pressure on
any part of the pipe or valves and in such a manner that the valves may be
easily opened and closed from the ground surface. The Contractor shall adjust
valve boxes to final grade at the time designated by the Engineer. No
additional compensation will be made for valve box adjustment.
File:47/1612fuxt Page 22

U]
4. Horizontal Separation
Water mains shall be laid at least 10 feet, horizontally, from any
existing or proposed sewers. Should local conditions prevent a lateral
separation of 10 feet, water mains may be laid closer than 10 feet to a sewer if,
the elevation of the top (crown) of the sewer is at least 18" below the bottom
(invert) of the water main and if:
a. It is laid in a separate trench, or if;
b. It is laid in the same trench with the sewers located at one side on a
bench of undisturbed earth.
5. Vertical Separation
Whenever water mains must cross above sewers, the water mains shall
be laid at such an elevation that the bottom of the water main is at least 18"
above the top of the sewer.
When it is impossible to obtain proper horizontal and vertical separation
as stipulated above, both the water main and sewer shall be constructed of
mechanical joint ductile iron pipe for a distance of 10 feet each side of the
point of intersection. One full length of water main shall be centered on the
sewer.
6. Backfill
Backfill shall comply with detail drawings as shown on plans. Backfill
shall be placed around pipe and up to 12 inches above the top of the pipe and
compacted using hand operated equipment. Backfill in this area shall be made
only with select material free .of large clods, stones, roots, excessive moisture
or other objectionable material. The backfill material in all cases shall be
subject to the Engineers approval. Compaction methods will be at the option
of the Contractor except that heavy equipment will not be permitted to operate
over the water line until a minimum cover of at least 3 feet has been obtained.
Compaction by flooding with .water will be permitted in non -cohesive soils. If
at any time, however, the Engineer is of the opinion that the compaction
requirements are not being met, he may order a compaction test to be
conducted by a qualified soils testing lab. Laboratory method for determination
of maximum density shall be in accordance with ASTM D-1556 sand cone
method. Other methods of field determination of density may be used only
with the approval of the Engineer.
Initial tests for density will be at the expense of the owner. If the tests
show inadequate compaction, then the Contractor shall reconstruct the backfill
File:47/1612ftixt Page 23

• and fumish additional compaction tests at his own expense. The backfill will
not be accepted until the compaction tests have passed.
7. Hydrostatic Tests
The Contractor, shall provide all necessary equipment and shall perform
all work required in connection.with the tests.
The water main shall be filled and subjected to a hydrostatic pressure
50% in excess of the normal working pressure, but not less that 150 psi. The
pipe shall be slowly filled with water, care being taken to expel all air from the
pipes. If necessary, the pipes shall be tapped at high points to vent the air.
The cost of taps to vent the air shall be included in the unit prices bid for PVC.
The required pressure as measured at the point of lowest elevation shall
be applied for not less than two hours and all pipe fittings, valves and points
shall be carefully examined for.defects. The pipe installation will not be
accepted unless and until the leakage (elevation on a pressure basis of 150 psi)
is less than the maximum allowable leakage set forth in Section 13 of AWWA
Standard C-600, latest edition
S. Flushing
• The water main shall be flushed in accordance with AWWA Standard
C-601, latest edition. Flushing_of each section of the line shall continue until
sufficient time has elapsed for movement of water from one end of the section
to the other end of the section.
The cost of flushing the mains, including all temporary connections,
shall be included in the bid for pipe.
9. Sterilization
All water supply mains shall be sterilized by the Contractor. No extra
payment will be provided as this work is considered to be an element of other
work units. The sterilization process shall be in conformance with the
standards of the NC State Board of Health and AWWA Standard C-601, latest
edition.
The system shall be disinfected with a 50 ppm dosage of chlorine.
Treated water shall be retained in the lines for not less than 24 hours and shall
produce not less that 10 ppm chloride concentration in the extreme ends of the
distribution system at the conclusion of the retention period. Calcium
hypochlorite may be used. During the chlorination process all valves and
accessories shall be operated. After flushing and refilling the main, the
File:47/1612fs.txt Page 24

• Inspector will secure a sample of water from the end of the main and submit to
an environmental laboratory approved by the State of North Carolina which
will perform a bacteria analysis. The lines will not be accepted until analysis
shows no bacteria.
10. Surface Restoration
The surfacing of all roads, yards or ditches, etc. that is disturbed or
damaged by any of the Contractors operations shall be restored to its original
state. Surfacing shall be taken.to mean clay, gravel, grass hardtop or any other
specially treated surface.
11. "As -Built" Drawing
A drawing showing the station numbers of all valves, fittings and
services shall be fumished by the Contractor before final payment is approved.
Measurements shall be made beginning at a valve at street intersections and
continue to increase to the end of the water line or to the next valve.
A Guarantee
The Contractor shall guarantee. all materials and workmanship for a period of
• one year from the date of acceptance by the Town of Beaufort.
•
E. Basis of Payment
Payment shall be at based on the Engineer's measurements.
File:47/1612ils.ty Page 25

Division 8
Sewer System
A. General
1. Description of Work
Work to be performed under this section consists of furnishing all,
tools, labor, materials, equipment, supplies and other things necessary to
complete the construction of sanitary sewer lines, services and, appurtenances.
2. Underground Utilities and Structures
Utilities and other existing underground structures shown on the
drawings are shown for the purpose of indicating the existence of such utility
or structure and no guarantee is given as to the exact location or the
completeness of the information shown. It shall be the responsibility of the
Contractor to locate all such utilities and structures and to maintain service or
promptly restore service, at his own expense in the event interruption is caused
by his operation.
All utilities and structures that are uncovered by the excavation process
and left in the trench shall be carefully supported and protected from injury by
the Contractor's operation.
At least 48 hours prior to beginning construction the Contractor shall
notify Utilities Locating Company, Inc. (ULOCO) - 1-800-632-4949 in order
that existing Utilities in the area may be flagged and staked.
3. Notification
Notify the Town of Beaufort (Tei:728-2141) and the Engineer (Tel:
247-7479) at least 48 hours prior, to beginning work.
4. Preconstruction Conference
No work shall begin until a preconstruction conference has been held.
The Engineer will notify the Contractor of the time and place for the
preconstruction conference.
File:47/1612fs.txt Page 26

• B. Materials
1. PVC Sewer Pipe
Sewer pipe shall be PVC plastic pipe and shall conform to ASTM
D-3033 or D-3034, latest edition with wall thickness to conform to SDR 35.
Joints shall be push on elastomeric ring gasket type as per ASTM D-3212,
latest edition. Use in -line wye fittings for house services.
2. Ductile Iron Pipe (DIP) - All Sizes
Ductile iron pipe shall be Class 50 unless otherwise specified,
conforming to the most recent revisionof AWWA Standard C-141 (ANSI A
21.51) and shall be cement lined in accordance with the most recent revision of
AWWA Standard C-104 (ANSI A 21.4). Pipe may be mechanical or push -on
joint in accordance with AWWA Standard C-I I (ANSI A 21.11) unless
otherwise specified. Standard length shall be 18 feet. Pipe shall be cement
mortar lined and exterior coated with 1.0 mil bituminous material in accordance
with AWWA C-151.
3. PVC Service Pipes and Fittings
• PVC service pipes shall be standard SCH 40 with in -line SDR35
fittings. Transition coupling shall be utilized at the in -line fitting to convert
from SDR35 to SCH 40 and shall be made of SCH 40 PVC.
4. Brick
Brick used in the work shall conform to ASTM C-32 and shall be laid
with full shove joints. All joints shall be thoroughly filled with mortar and the
thickness of joints on the inside of the walls must be more than three -eights
(3/8) of an inch.
5. Concrete Blocks
Concrete blocks for manholes, when specified, shall conform to ASTM
C-139.
6. Manhole Frames and Covers
Manhole frames and covers shall be Dewey Brothers, Inc.
MH-RCR-2001-ECWG or approved equal. Solid covers with concealed pick
holes shall be provided unless otherwise specified. In non -traffic areas,
• MH-RCR-2001 may be used.
File:47/1612fs.txt Page 27

• Frame and cover shall be made from class 30 gray cast iron conforming
to the requirements of ASTM-A48 (latest revision thereof). The words
"Sanitary Sewer" shall be cast into the cover. In addition both the
manufacturer's name and casting number must be cast into the frames.
7. Reinforced Concrete
Concrete used in the structures shall be Class A, 3,000 pound test, in
accordance with Section 900, North Carolina State Highway Standard
Specifications. Reinforcing steel shall conform to ASTM A-615 Grade 60.
8. Manholes
Manholes shall be precast and have monolithic bottom sections.
Manholes shall conform to latest ASTM C-478 specifications. Top slabs when
used, shall be satisfactory for H-20 highway loading. Joints shall be watertight
and conform to either the latest ASTM C-443 specifications for "O" ring joints
or the latest ASTM C-478 specifications for section joints designed for cold
applied sealing compound. Sealing compound.'shall be CPS-210 as
manufactured by Concrete Products Supply Company or CS-102 as
manufactured by Concrete Sealants.
• Points of exit and entry for all pipe shall be provided with flexible
manhole sleeves and two stainless steel take up clamps in accordance with
ASTM C-923. Points of exit and entry for services shall be provided by 4" or
6" holes preformed into manhole and specifically designed for service
connections.
Manholes with preformed invert channels and benches may be utilized.
When using these preformed bases, compression type polyurethane pipe joints
in accordance with ASTM C-425 may be preformed in the manhole for pipe
entrances and exits located in the manhole bottom invert instead of providing
flexible sleeves. Contractor shall provide double stainless steel straps for
connection of boot to pipe. Manholes indepth shall be set on crushed
aggregate of at least I foot depth. All pinholes shall be filled with non -shrink
grout.
9. Manholes Steps
Manhole steps shall be three -eights (3/8) inch or larger steel reinforcing
bar encased in rubber or plastic coating resistant to deterioration and chemical
action.
File:47/1612fs.txt Page 28

• 10. Transition Couplings
Pipe material changes between manholes may be permitted provided
there is not a substantial difference in inside diameters, and a smooth uniform
flow line is maintained, and a watertight rubber sleeve, mechanical conforming
the ASTM C 425 is used to make the transition. All metal hardware shall be
stainless steel.
C. Performance
1. General
Installation of sewer mains shall be in conformance with specific
recommendations of the pipe manufacturer.
2. Trench Excavation
Trench excavation shall conform to the line and depth shown on the
plans or as directed by the Engineer. The trench section shall comply with
specification details as shown on plans.
3. Dewatering
• The Contractor shall remove by pumping, bailing or otherwise any
water which may accumulate or be found in the trenches and other excavations
and shall form all dams, flumes or other works necessary to keep them entirely
clear of water while sewers, foundations and structures are being constructed.
Water from the trenches and excavations shall be disposed of in such a manner
as will not cause injury to the work completed or in progress, to the public
health, to public or private property, nor cause any interference with the use of
the same by the public.
•
When it is necessary to excavate a drainage trench from an excavation
site to a natural watercourse in lieu of pumping or bailing, such trenching work
shall be done by the Contractor.at his own expense.
The Contractor shall provide silt fences or other erosion control devices
which may be required by the Engineer.
Well points shall be famished by the Contractor if required for
dewatering. The cost of well points shall be included in the unit price bid for
sewer pipe
File:47/161M.bn Page 29

• 4. Laying Sewer Pipe
a. Methods of bedding under various trench conditions shall be as shown
in Specifications under detail drawings shown on plans.
b. The pipe shall be stored and installed in accordance with the
manufacturer's recommendations and the requirements of these
specifications.
c. Sewer mains and manholes shall be laid to the line and grade shown on
the plans. No deviations from line and grade shall be made unless they
have been approved by the Engineer.
d. Laser equipment shall be used by the Contractor for maintaining proper
grade for laying pipe in.lieu of batter boards.
e. The sewer pipe installation shall start at the outlet end and proceed
upstream to the termination of the project as shown on the plans.
f. While working on any part of an existing sewer main or manhole, the
Contractor shall maintain the existing sewage flow.
• g. After the trench foundation has been properly graded the pipe shall be
carefully lowered into the trench with approved methods. Under no
circumstances shall the pipe or accessories be dropped or dumped into
the trench. All damaged pipe shall be properly repaired or replaced at
the Contractor's expense.
h. The pipe interior shall be kept clean before and after laying. Pipe ends
shall be plugged at the end of each work day or when work is
temporarily stopped. The plugs shall be watertight so that water and
debris will be kept out.
i. Where conditions are, in the opinion of the Engineer or Inspector,
unsuitable for laying pipe because of weather or trench conditions, the
Contractor shall be required to cease work until permission is given for
work to commence again.
5. Sewer Service Laterals
a. All 4" pipe shall be laid with a minimum allowable grade of 1%.
b. Trench support, bedding and backfill for laterals shall conform to the
same specifications as those for sewer mains, except that stone bedding
• will be required under laterals only when specifically directed by the
File:47/1612fs.txt Page 30

• Engineer. The Contractor shall properly backfill under all Wye and
lateral connections at the main.
6. Manholes
a. Manhole construction shall conform to standard details as shown on
plans.
b. All joints shall be filled using non -shrink grout applied in accordance
with manufacturers instructions.
C. Cold weather construction shall be confined to those days when the
temperature is a minimum of 34 degrees F. Approval to work in no
way relieves the Contractor of liability for damage due to freezing.
d. The Contractor shall adjust manhole tops to final grade at the time
designated by the Engineer. No additional compensation will be made
for manhole adjustments.
7. Shoring
The Contractor shall finish, put in place and maintain such sheeting,
.• bracing, etc., as may be required to support the excavation and to prevent any
movement which can in any way injure the masonry, or otherwise injure or
delay the work or endanger adjacent buildings or other structures or create
undue hazards to workmen employed therein. If the Engineer is of the opinion
that at any point sufficient or proper supports have not been provided, he may
order additional supports put in at the expense of the Contractor, and the
compliance with such orders shall not release the Contractor from his
responsibility for the sufficiency of such support. Care shall be taken to
prevent voids outside of the sheeting, but if voids are formed, they shall be
immediately filled and rammed to the satisfaction of the Engineer. All
sheeting and bracing that is removed from the backfill shall be removed in
such a manner as not to endanger the constructed sewer of other structures,
utilities or property, whether public or private. All voids left or caused by the
withdrawal of sheeting shall be immediately refilled with earth as directed by
the Engineer.
8. Horizontal Separation
Sewers shall be laid at least 10 feet, horizontally, from any existing or
proposed water mains. Should local conditions prevent a lateral separation of
10 feet, a sewer may be laid closer than 10 feet to a water main if the elevation
of the top (crown) of the sewer is at least 18" below the bottom (invert) of the
• water main and if:
File:47/16IMut Page 31

• a. It is laid in a separate trench, or if
b. It is laid in the same trench with the water mains located at one side on
a bench of undisturbed earth.
9. Verticial Separation
Whenever the sewer must cross under the water mains, the sewer shall
be laid at such an elevation that the top of the sewer is at least 18" below the
bottom of the water main. When the elevation of the sewer cannot be varied to
meet the above requirements, the water main shall be relocated to provide this
separation.
When it is impossible to obtain proper horizontal and vertical separation
as stipulated above, both water main and sewer shall be constructed of
mechanical joint ductile iron pipe for a distance of 10 feet each side of the
point of intersection. One full length of water main shall be centered on the
sewer.
10. Backfilling
Backfilling of trenches after pipe installation shall comply with
• specifications details as shown on plans except as follows: In areas which are
not to be paved or receive any special surface treatment, the backfill from the
bottom of the trench to a point one foot above the top of the pipe shall be
placed as shown on the details, but material and compaction requirements for
the remainder of the backfill may be varied with the approval of the Engineer.
The method of obtaining the required compaction shall be at the Contractors
option. Flooding with water is an acceptable method for coarse sand.
Minimum compaction for utilities under pavement shall be 95%.
0
If at any time, however, the Engineer is of the opinion that the
compaction requirements are not being met, he may order a compaction test to
be conducted by a qualified soils testing lab. Laboratory method for
determination of maximum density shall be in accordance with ASTM D-1557,
modified proctor. Field determination of density shall be in accordance with
ASTM D-1556, sand cone method. Other methods of field determination of
density may be used only with the approval of the Engineer. Compaction
testing shall be provided if requested by Town of Beaufort.
Initial tests for density will be at the expense of the owner. If the tests
show inadequate compaction, then the Contractor shall reconstruct the backfill
and furnish additional compaction tests at his own expense. The backfill will
not be accepted until the compaction tests have passed.
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• The use of stone as a bedding material is required under manholes,
structure foundations and pipe bedding.
11. Surface Restoration
The surfacing of all roads, yards or ditches, etc., that is disturbed or
damaged by any of the Contractor's operations shall be restored to it's original
state. Surfacing shall be taken to mean clay, gravel, grass, hardtop or any
other specially treated surfaces.
12. Rate of Progress
Without permission from the Engineer no more that 300 feet of trench
may be opened in advance the completed work in any section, and in all cases,
the work of excavating, pipe laying and backfilling must move forward at
approximately equal rates of progress.
13. Inspection
Sewer lines shall be visually inspected from every manhole by use of
mirrors, television cameras, or other devices for visual inspections and the lines
shall all exhibit a fully circular pattern when viewed from one manhole to the
• next. Lines which do not exhibit a true line and grade or have structural
defects shall be corrected to meet these specifications.
14. Infiltration/Exfiltration Testing
All construction of sewer facilities shall be of such quality that there
shall be no perceptible inffltration/exffltration of water at any single location.
The total infiltration/exfiltration shall in no case exceed 100 gallons per inch of
diameter, per mile of pipe per day. Infiltration/cxfittration testing shall be
observed by a Town of Beaufort representative.
15. Clean Up
Upon completion of each section of line, it shall be the responsibility of
the Contractor to "clean up" the construction site. Clean up shall consists of
removing all rubbish, debris, unused materials, etc. from the construction site,
leveling the area and, as far as practical, restoring the area to its "original"
condition. The entire project site clean up work shall be accomplished to the
satisfaction of the Engineer.
File:47/1612fs.txt Page 33

• D. Record Drawings
a
The Contractor will keep one record copy of all Specifications, Drawings,
Addenda, Modifications and Shop Drawings at the site in good order and annotated to
show all changes made during the construction process. These shall be available to
the Engineer and shall be delivered to him upon completion of the project.
Annotations on the Drawings shall include the exact locations of each residential
service stub in relation to the next lowest manhole and centerline of street. Length of
service shall also be shown.
E. Guarantee
The Contractor shall guarantee all materials and workmanship for a period of
one year from the date of acceptance by the Town of Beaufort.
F. Basis of Payment
Gravity sewer lines will be paid for at the contract price.
File:47/1612fs.txt Page 34

• JUL-18-96 THU 15:13 PAK^UM & SHIP"UM ETC 904387227E P.01
Paul P. Davidson,.
4407 Ortega Forest Driv,
Jacksonville, FL 32210
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C:\PBWORKS\DOC\826.PSS
Outlet Control DeviceCd= 0.72
D(ft.)= 0.08333
A= 0.00545
Inc.
Sum
Time
h
Vole.
(min.)
(min)
(hrs.)
(ft.)
(cf)
30
30
0.5
1.900
6600
30
60
1
1.900
6600
30
90
1.5
1.878
6522
30
120
2
1.855
6444
30
150
2.5
1.833
6367
30
180
3
1.811
6290
30
210
3.5
1.789
6214
30
240
4
1.767
6138
30
270
4.5
1.745
6063
30
300
5
1.724
5988
30
330
5.5
1.702
5913
30
360
6
1.681
5839
30
390
6.5
1.660
5766
30
420
7
1.639
5693
30
450
7.5
1.618
5620
30
480
8
1.597
5548
30
510
8.5
1.577
5477
30
540
9
1.556
5405
30
570
9.5
1.536
5335
30
600
10
1.516
5264.
30
630
10.5
1.495
5195
30
660
11
1.475
5125
30
690
11.5
1.456
5056
30
720
12
1.436
4988
30
750
12.5
1.416
4920
30
780
13
1.397
4853
30
810
13.5
1.378
4786
V=
Inc.=
h=
Q Vout
(cfs) (cf)
0.0434
0.0434 78.14
0.0432 77.68
0.0429 77.22
0.0426 76.75
0.0424 76.29
0.0421 75.82
0.0419 75.36
0.0416 74.90
0.0414 74.43
0.0411 73.97
0.0408 73.50
0.0406 73.04
0.0403 72.58
0.0401 72.11
0.0398 71.65
0.0395 71.18
0.0393 70.72
0.0390 70.26
0.0388 69.79
0.0385 69.33
0.0383 68.86
0.0380 68.40
0.0377 67.93
0.0375 67.47
0.0372 67.01
0.0370 66.54
- 1 -
7/3/96 8:36:27
6600
30
1.9
Vnew Q avg
(cf) (cfs)
6600.,0 0.0434
6521.9 0.0434
6444.2 0.0433
6367.0 0.0432
6290.2 0.0431
6213.9 0.0430
6138.1 0.0429
6062.7 0.0427
5987.8 0.0426
5913.4 0.0425
5839.4 0.0424
5765.9 0.0422
5692.9 0.0421
5620.3 0.0420
5548.2 0.0418
5476.6 0.0417
5405.4 0.0416
5334.7 0.0415
5264.4 0.0413
5194.6 0.0412
5125.3 0.0411
5056.4 0.0410
4988.0 0.0408
4920.1 0.0407
4852.6 0.0406
4785.6 0.0404
4719.1 0.0403

SHs 7- s7 % 7 dv / 9
•
•
C:\PBWORKS\DOC\826.PSS
30
840
14
1.359
4719
30
870
14.5
1.339
4653
30
900
15
1.321
4587
30
930
15.5
1.302
4522
30
960
16
1.283
4458
30
990
16.5
1.265
4393
30
1020
17
1.246
4330
30
1050
17.5
1.228
4266
30
1080
18
1.210
4203
30
1110
18.5
1.192
4141
30
1140
19
1.174
4079
30
1170
19.5
1.157
4018
30
1200
20
1.139
3957
30
1230
20.5
1.122
3896
30
1260
21
1.104
3836
30
1290
21.5
1.087
3777
30
1320
22
1.070
3718
30
1350
22.5
1.053
3659
30
1380
23
1.037
3601
30
1410
23.5
1.020
3543
30
1440
24
1.003
3486
30
1470
24.5
0.987
3429
30
1500
25
0.971
3373
30
1530
25.5
0.955
3317
30
1560
26
0.939
3261
30
1590
26.5
0.923
3206
30
1620
27
0.907
3152
30
1650
27.5
0.892
3098
30
1680
28
0.876
3044
30
1710
28.5
0.861
2991
30
1740
29
0.846
2939
30
1770
29.5
0.831
2887
30
1800
30
0.816
2835
0.0367 66.08
0.0365 65.61
0.0362 65.15
0.0359 64.68
0.0357 64.22
0.0354 63.76
0.0352 63.29
0.0349 62.83
0.0346 62.36
0.0344 61.90
0.0341 61.43
0.0339 60.97
0.0336 60.51
0.0334 60.04
0.0331 59.58
0.0328 59.11
0.0326 58.65
0.0323 58.18
0.0321 57.72
0.0318 57.25
0.0316 56.79
0.0313 56.33
0.0310 55.86
0.0308 55.40
0.0305 54.93
0.0303 54.47
0.0300 54.00
0.0297 53.54
0.0295 53.07
0.0292 52.61
0.0290 52.14
0.0287 51.68
0.0285 51.21
9 - 2 -
7/3/96 8:37:18
4653.0 0.0402
4587.4 0.0401
4522.2 0.0399
4457.5 0.0398
4393.3 0.0397
4329.6 0.0395
4266.,3 0.0394
4203.4 0.0393
4141.1 0.0392
4079.2 0.0390
4017.8 0.0389
3956.8 0.0388
3896.3 0.0386
3836.2 0.0385
3776.7 0.0384
3717.5 0.0383
3658.9 0.0381
3600.7 0.0380
3543.0 0.0379
3485.7 0.0377
3429.0 0.0376
3372.6 0.0375
3316.8 0.0373
3261.4 0.0372
3206.4 0.0371
3152.0 0.0370
3098.0 0.0368
3044.4 0.0367
2991.4 0.0366
2938.7 0.0364
2886.6 0.0363
2834.9 0.0362
2783.7 0.0361

sH�FFr-X','k c9 /i
U
E
0
C:\PBWORKS\DOC\826.PSS
30
1830
30.5
0.801
2784
30
1860
31
0.787
2733
30
1890
31.5
0.772
2683
30
1920
32
0.758
2633
30
1950
32.5
0.744
2583
30
1980
33
0.730
2535
30
2010
33.5
0.716
2486
30
2040
34
0.702
2438
30
2070
34.5
0.688
2391
30
2100
35
0.675
2344
30
2130
35.5
0.661
2297
30
2160
36
0.648
2251
30
2190
36.5
0.635
2205
30
2220
37
0.622
2160
30
2250
37.5
0.609
2116
30
2280
38
0.596
2071
30
2310
38.5
0.584
2027
30
2340
39
0.571
1984
30
2370
39.5
0.559
1941
30
2400
40
0.547
1899
30
2430
40.5
0,535
1857.
30
2460
41
0.523
1816
30
2490
41.5
0.511
1775
30
2520
42
0.499
1734
30
2550
42.5
0.488
1694
30
2580
43
0.476
1654
30
2610
43.5
0.465
1615
30
2640
44
0.454
1577
30
2670
44.5
0.443
1538
30
2700
45
0.432
1501
30
2730
45.5
0.421
1463
30
2760
46
0.411
1427
30
2790
46.5
0.400
1390
0.0282 50.75
0.0279 50.29
0.0277 49.82
0.0274 49.36
0.0272 48.89
0.0269 48.43
0.0266 47.96
0.0264 47.50
0.0261 47.03
0.0259 46.57
0.0256 46.10
0.0254 45.64
0.0251 45.17
0.0248 44.71
0.0246 44.24
0.0243 43.78
0.0241 43.31
0.0238 42.85
0.0235 42.38
0.0233 41.92
0.0230 41.45
0.0228 40.99
0.0225 40.52
0.0223 40.06
0.0220 39.59
0.0217 39.12
0.0215 38.66
0.0212 38.19
0.0210 37.73
0.0207 37.26
0.0204 36.80
0.0202 36.33
0.0199 35.87
- 3 -
7/3/96 8:38:03
2733.0 0.0359
2682.7 0.0358
2632.9 0.0357
2583.5 0.0355
2534.6 0.0354
2486.2 0.0353
2438-2 0.0352
2390.7 0.0350
2343.7 0.0349
2297.1 0.0348
2251.0 0.0346
2205.4 0.0345
2160.2 0.0344
2115.5 0.0343
2071.3 0.0341
2027.5 0.0340
1984.2 0.0339
1941.3 0.0337
1898.9 0.0336
1857.0 0.0335
1815.6 0.0334
1774.6 0.0332
1734.1 0.0331
1694.0 0.0330
1654.4 0.0328
1615.3 0.0327
1576.6 0.0326
1538.5 0.0324
1500.7 0.0323
1463.5 0.0322
1426.7 0.0321
1390.3 0.0319
1354.5 0.0318

•
C:\PBWORKS\DOC\826.PSS
30
2820
47
0.390
1354
30
2850
47.5
0.380
1319
30
2880
48
0.370
1284
30
2910
48.5
0.360
1250
30
2940
49
0.350
1216
30
2970
49.5
0.340
1182
30
3000
50
0.331
1149
30
3030
50.5
0.321
1116
30
3060
51
0.312
1084
30
3090
51.5
0.303
1053
30
3120
52
0.294
1021
30
3150
52.5
0.285
991
30
3180
53
0.276
960'
30
3210
53.5
0.268
931
30
3240
54
0.259
901
30
3270
54.5
0.251
872
•
30
3300
55
0.243
844
'
30
3330
55.5
0.235
816
30
3360
56
0.227
789
30
3390
56.5
0.219
762
30
3420
57
0.212
735
30
3450
57.5
0.204
709
30
3480
58
0.197
683
30
3510
58.5
0.189
658
30
3540
59
0.182
633
30
3570
59.5
0.175
609
30
3600
60
0.169
586
30
3630
60.5
0.162
562
30
3660
61
0.155
539
30
3690
61.5
0.149
517
30
3720
62
0.143
495
30
3750
62.5
0.136
474
30
3780
63
0.130
.453
9
0.0197 35.40
0.0194 34.93
0.0191 34.47
0.0189 34.00
0.0186 33.54
0.0184 33.07
0.0181 32.61
0.0179 32.14
0.0176 31.67
0.0173 31.21
0.0171 30.74
0.0168 30.28
0.0166 29.81
0.0163 29.34
0.0160 28.88
0.0158 28.41
0.0155 27.94
0.0153 27.48
0.0150 27.01
0.0147 26.54
0.0145 26.08
0.0142 25.61
0.0140 25.14
0.0137 24.68
0.0134 24.21
0.0132 23.74
0.0129 23.28
0.0127 22.81
0.0124 22.34
0.0122 21.87
0.0119 21.41
0.0116 20.94
0.0114 20.47
- 4 -
Sytl-r Till? cF / 9
7/3/96 8:39:55
1319.1 0.0317
1284.1 0.0315
1249.7 0.0314
1215.7 0.0313
1182.1 0.0312
1149.0 0.0310
1116.,4 0.0309
1084.3 0.0308
1052.6 0.0306
1021.4 0.0305
990.7 0.0304
960.4 0.0303
930.6 0.0301
901.3 0.0300
872.4 0.0299
844.0 0.0297
816.0 0.0296
788.5 0.0295
761.5 0.0293
735.0 0.0292
708.9 0.0291
683.3 0.0290
658.2 0.0288
633.5 0.0287
609.3 0.0286
585.5 0.0284
562.3 0.0283
539.4 0.0282
517.1 0.0281
495.2 0.0279
473.8 0.0278
452.9 0.0277
432.4 0.0275

s�rA; i0 of / 9
•
•
9
C:\PBWORKS\DOC\826.PSS
7/3/96 8:40:50
30
3810
63.5
0.124
432
0.0111
20.00
412.4
0.0274
30
3840
64
0.119
412
0.0109
19.53
392.9
0.0273
30
3870
64.5
0.113
393
0.0106
19.07
373.8
0.0272
30
3900
65
0.108
374
0.0103
18.60
355.2
0.0270
30
3930
65.5
0.102
355
0.0101
18.13
337.1
0.0269
30
3960
66
0.097
337,
0.0098
17.66
319.4
0.0268
30
3990
66.5
0.092
319
0.0096
17.19
302.2
0.0266
30
4020
67
0.087
302
0.0093
16.72
285.5
0.0265
30
4050
67.5
0.082
286
0.0090
16.25
269.3
0.0264
30
4080
68
0.078
269
0.0088
15.78
253.5
0.0262
30
4110
68.5
0.073
253
0.0085
15.31
238.2
0.0261
30
4140
69
0.069
238
0.0082
14.84
223.3
0.0260
30
4170
69.5
0.064
223
0.0080
14.37
208.9
0.0259
30
4200
70
0.060
209
0.0077
13.90
195.0
0.0257
30
4230
70.5
0.056
195
0.0075
13.43
181.6
0.0256
30
4260
71
0.052
182
0.0072
12.96
168.6
0.0255
30
4290
71.5
0.049
169
0.0069
12.49
156.2
0.0253
30
4320
72
0.045
156
0.0067
12.02
144.1
0.0252
30
4350
72.5
0.041
144
0.0064
11.55
132.6
0.0251
30
4380
73
0.038
133
0.0062
11.08
121.5
0.0249
30
4410
73.5
0.035
122
0.0059
10.60
110.9
0.0248
30
4440
74
0.032
111
0.0056
10.13
100.8
0.0247
30
4470
74.5
0.029
101
0.0054
9.66
91.1
0.0246
30
4500
75
0.026
91
0.0051
9.18
81.9
0.0244
30
4530
75.5
0.024
82
0.0048
8.71
73.2
0.0243
30
4560
76
0.021
73
0.0046
8.23
65.0
0.0242
30
4590
76.5
0.019
65
0.0043
7.75
57.2
0.0240
30
4620
77
0.016
57
0.0040
7.28
50.0
0.0239
30
4650
77..5
0.014
50
0.0038
6.80
43.2
0.0238
30
4680
78
0.012
43
0.0035
6.32
36.8
0.0237
30
4710
78.5
0.011
37
0.0032
5.84
31.0
0.0235
30
4740
79
0.009
31
0.0030
5.36
25.7
0.0234
30
4770
79.5
0.007
26
0.0027
4.87
20.8
0.0233
7 5

SyFFr Xt; �/ of / 9/
•
C:\PBWORKS\DOC\826.PSS 7/3/96 8:41:41
30
4800
80
0.006 21 0.0024 4.38 16.4 0.0231
30
4830
80.5
0.005 16 .0.0022 3.89 12.5 0.0230
30
4860
81
0.004 13 0.0019 3.40 9.1 0.0229
30
4890
81.5
0.003 9 0.0016 2.90 6.2 0.0227
30
4920
82
0.002 6 0.0013 2.39 3.8 0.0226
30
4950
82.5
0.001 4 0.0010 1.88 1.9 0.0225
30
4980
83
0.001 2 0.0007 1.34 0.6 0.0223
30
5010
83.5
0.000 1 0.0004 0.74 -0.1 0.0222
30
5040
84
-0.000 -0 #NUM! #VALUE!#VALUE!#VALUE!
30
5070
84.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5100
85
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5130
85.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5160
86
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5190
86.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5220
87
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5250
87.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
.
30
5280
88
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5310
88.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5340
89
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5370
89.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5400
90
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5430
90.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5460
91
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5490
91.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5520
92
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5550
92.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5580
93
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5610
93.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5640
94
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5670
94.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5700
95
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5730
95.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5760
96
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
W.

c /,g
85% TSS REMOVAL
30 FOOT VEGETATED FILTER REQUIRED
�#PTH:
3'
3.5'
4.0'.
4.5'
S.'0'.
5.5'
6.0'
6.5'
7.0"
7.5'•
LAP %
10%
.9
.8
.:.7
.6',
.5
0
0
0
0
0
'20 %
L7.-
1.3
1.2
1.1
1.0
q..
.8
.7
6
.5
30%
2.5
2.2
1.9
.1.8'.
1.6
1.5-
1.3
1.2
1.0
S.
40%
3.4.
3:0..
2..6
.2.4,
2.1-..
1.9
1.6
1.4..
L 1
1.0
50% .4.2
3.7
3.3.,
3.0
2.7
12.4
2.1
1.8
.1.5
1.3
6 0%
5.0
4.5
3.8
3.5
.3.2
2.9
'2.6
23
2.0.
1.6
70%
6.0 ,
5.2
4.5
4.1
3.7
3.1
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2.
3.7
3.2
2.7
2.2
2.0
90
7.5
6.5
5.8
5.3,. -
4.8
4.3
3.8
3.3
2.8
1.3
100%
1
8.2
7.4
6.8
- 6.2 :
5.6 ,
5�O
4.4
3.8
3.2
it[
2.6
i
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED
DEPTH
3'
3.5'
5;0,
5.5'
6.0'
6.5,
7.0'
7.5'
IMP %
10%
1.3
1.0
.8
1-.7
.6
.5
4
.3
.2
1
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
.9
.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
40%
4.5
4.0
3.5
3.1
1.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
.70%
8.1
7.0
6.0
5.5
5.0
4.5
19
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
:5.7
5.2
4.6
4.0
3.4
2.8
90%
10.7
9.0
7,9,
7.2
6.5
5.9
5.2
4.6
3.9
3.3
%
12.0
10:0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6

DEPTH -DURATION -FREQUENCY TABLE
by
N.R. Malcom P.E.
-
C.E.Dept,
NCSU -
LOCATION:
-------- >Charlotte,
NC
Raleigh,
NC -
Return
Period -->-
DURATION
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
[in]
[in]
[in]
[in]
[in]
[in]
5
min
0.47
0.54
0.60
0.69
0.75
0.82
10
min
0.76
0.89 -
.0.99
1.14
1.25
1.36
15
min
0.97
1.14
1.26
1.45
1.59
1.74
30
min
1.31
1.61
1.82
2.13
2.37
2.61
60
min
1.67
2.10
- 2.41
2.84
3.18
3.52
2
hr
1.87
2.35
2.68
. 3.16
3.53-
3.90
-3
hr
2.07
2.59
- 2.95
3.47
3.88
4.29
6
hr
2.59
3.20
3.64
4.28
4.77
5.26
12
hr
3.04
3.75
- 4.26
4.99
5.566.13
24
hr
3.50-
4.31
4.88
5.71
6.36
7.00
INTENSITY
-DURATION -FREQUENCY
TABLE
LOCATION:
-------- >Charlotte;
NC
Return
Period -->"
-
DURATION
2 yr.-5
yr .r
10-yr
25-yr
.. 50 yr
100-yr..
-
[in/hrl .' [in/hrl.
'[in/hrl
[in/hrl
[in/hr7
[in/hrl
5
min..
5 64.".
6.54
'., 7.22
8.24
9.04
9.84
10
min
4.59
.. 5.37-5.95
6.82
7.50
8.18
15
min
3.88
4.55
5.05-
_
5.79
6.38
6.96 -
30
min
2.63
3.22.
-2.10
'3.65
4.26
4.75
5.22
60
min
1.67
.. 2.41
2.84
3.18
3.52
2
hr
0.94
1.17
1.34
1.58
1.77
1.95
3
hr
0.69
0.86
0.98
1.16
1.29
1.43
6
hr
0.43
0.53
0.61
- 0.71
0.79
_
0.88
12
hr
0.25
0.31
0.36
0.42
0.46
0.51
24
hr
0.15
0.18
0.20
0.24
-0.26
0.29
INPUT DATA:
LOCATION: -------- >CharLotte. NC
Duration
2-yr P
100-yr P
Source
[in]
[in]
5 min
0.47
0.82
NOAA HYDRO-35
15 min
0.97
1.74
NOAA HYDRO-35
60 min
1.67
3.52
NOAA HYDRO-35
24-hr
3.50
7.00
USW3 TP-40
<---- DATA ---->I
IDF Equations:
I = 9/(h+T)
for 5<T<120 min
2
130
18
5
166
21
10
191
22
25
228
23
50
256
24
100
284
24
DEPTH -DURATION -FREQUENCY TABLE by H.R. Malcom,-P.E.
C.E.Dept, NCSU
LOCATION: -------- >Wilmington, NC Raleigh, NC
Return Period -->
DURATION 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
[in] [in] [in] [in) [in] [in]
5 min 0.49 0.55 0.60 0.68 0.74 0.80
10 min 0.84 0.96 1.05 1.19 1.30 1.41
15 min 1.09 1.24 1.36 1.54 1.69 1.83
30 min 1.58 1.90 2.12 2.46 2.72 2.98
60 min 2.10 2.58 2.92 3.41 3.80 - 4.18
2 hr 2.36 2.93� _ 3.34 3.92 4.37 4.82
3 hr 2.63 3.29 3.76 4.42 4.94. 5.46
6 hr 3.30 4.20 4.82 5.71 6.40 7.09
12 hr 3.90 5.00 5.77 6.86 7.70 8.55
24 hr 4.50 5.81 6.72 8.01 9.01 10.00
INTENSITY -DURATION -FREQUENCY TABLE
LOCATION: --------
>Wilmington,
NC
Return
Period -->
-DURATION
2-yr.
5-yr
10-yr
25-yr
-50-yr.
100-yr
[in/hrl
On/hr]
[in/hr7
[in/hrl
[in/hrl -
[in/hr)
5
min
5.88
6.63
7.2
8.15
- 8.87
9.60
10
min
5.06
5.76
7.13
7.79
8.45
15
min
4.36
4.97
5.45
6.17
6.75
7.32
30
min
3.17
- 3.79
4.25
4.92
5.44
5.96'
60
min
2.10
2.58
� 2.92
3.41
3.80
4.18
2
hr ._
1.18
1.47
1.67
1.96
2.19
2.41
3
hr
0.88
1.10
1.25 �
1.47
1.65
1.82
6
hr
0.55
0.70
0.80
0.95
1.07
1.18 -
12
hr
0.33
0.42
0.48
0.57
0.64
0.71
24
hr
0.19
0.24
0.28,
0.33
0.38
0.42
INPUT DATA: IDF Equations:
I = 9/(h+T)
for 5<T<120 min
LOCATION: -------- >Wilmington, NC
___ ______ R 9
Duration 2-yr P 100-yr P Source
[in] Iird
5 min
0.49
0.80
NOAA HYDRO-35
15 min
1.09
" 1.83
NOAA HYDRO-35
60 min
2.10
4.18
NOAA HYDRO.35
24-hr
4.50
10.00
USWS TP-40
1<---- DATA ---->I
2
171
24
5
219
28
10
252
30
25
300
32
50
338
33
100
376
34

INTENSITY —DURATION —FREQUENCY FUNCTIONS
..Cwlotta, NC
10
9
e
7
� g
v
« s
m4
2,
1
0
0 20 40 ' a0 a(l 100 120
Time of D�atlon Cmin)
CI 2 + 5 a 10 a 25 x so 0 100
INTENSITY —DURATION -FREQUENCY FUNCTIONS
W1 lmlrgton,
10
9
a AN
c f•.0
m _
1�A
3
2
1
0 20 ' 40' -" ..'so - 80 100 120
1 ;
Tim of awatlon (min)
13 2 + 5 0 10 a '[ 25 x 5o 0 100

Sf/�ET �; iS pf i
ar,
Exhibit l
-,Table of Raiional;runoff coefficients
Description
C
Source
_..
y Roof, inclinedMalcom
Street, driveway, sidewalk
0:
Chow, 1964
Parking lot
0.90:
Malcom
Roof, flat
Commercial, generalized
g
0.90,
0.85
.Malcom.
Malcom
Apartments; schools,'churches
0.60
WSSC, c.1968
'>•
Residences, 10 dwellings/arec,
0.60'
Malcom:...
Residences, 6 dwellings/acre,' •
055 ;
Mal com
Residences; 4 dwellings/acre
0.50
Malcom
Residences; 2 dwellings/acre .;• ;,
0:40;
Malcom;
Unimproved cleared area
`Malcom
Lawn, dense soil, steep;>7%
F
0.35
Chow, 1964"
Playground
.
0.35.
Chow, 1964
Park, cemetery.
0.25..
Chow, 1964
Lawn, dense soil, avg 2-7%
• p 2, i
Chow, 1964.,
-�j Wooded, sparse ground litter
mil`
� Malcom
Lawn, dense soil, flat 2%
Chow, 1964
Lawn, sandy, avg 2-7% "
0.15
Chow, 1964
Lawn, sandy, flat <2%
0.10
Chow, 1964, .
Wooded, deep ground litter
0.10,
Malcom .

i;
j
Exhibit?
' •
Minimum slopes. for pipe
selection.
Minimum slope required,to maintain stated minimum
velocity
at full flow.
Material
. Concrete Concrete , ,
Cotr ILld
Corr Mtl
Application .,
Storm :; Sanitary '
S
Manning.n.
0.013 0 O1
O10rm
24<
0 024
,I
Min V (ft/sec) 3 T? S `
3..
, � 2
Pipe Diameter (in)
Minimum
Slope
`
15
0.00325 0.00144
0.01107
0.00492,
18
0.00255 0.00113
0.00868
0.00386
21 *
: ' •,.0.00207 '0.00092
fO.00707
0.00314
24
0.00174 0.00077
0.00592
.. 0:00263
27 *
.0.00148 '0.00066
0.00506
0.00225
30
0.00129 `0:00057 ' -
--10.00439
.:. • . 0.00195
33 *
0.00114 10.00050
0.00387
0.00172
36
- 0.00101 0.00045 ` -
- •0.00345 _
0.00281�(
... 0.00153
0.00125
42
0.00092 P0.00037
'
;48
0.000690.00235
'.. :0.00104..,.?..
54
0.00059 :0.00026
0.00201
1 0.00089
O
60
0.00051 ... !0:00023..
0.00020
0.00174
0.00154
'.. 0.00077
0.00068
66
0.00045 ;
.
72
0.00040 0.00018:
0.00137
.0.00061
j
* Non-standard in some markets
:1r
„ . Exhibit 8 ..
W. Abbreviated Table of Values;of Manning Roughness Coefficients
s
I
Description, of Lining
n
Reinforced concrete pipe
0.013
Corrugated metal pipe',;
0.024
Concrete, trowelled finish
0.013
Concrete, float finish:..,
0.015
Street gutter'or'paved channel'
0.015
....Earth, straight and uniform
0.022
Grass -lined swales
,. 0.030
Unmaintained brushy channel
`0.080
Stone=lined channel (4-inch)
0.028.
Stone -lined channel (6 in)
0.030
Stone -lined channel, (9-in),,,
Stone lined channel;,(12-in •
0.034
Stone -lined channei,(15-in)
....
0.035
Stone -lined channel (187m)
0.036
.
VI-8

SHSFT ; /,z
CF
i
j
Exhibit 10
Suggested Maximum Velocities for Various Channel
Linings
i
Description •.
P Allowable ,
Velocity(ft/sec)
_
Native linings
Fine sand
Sandy loam . 2.5
.:
Silt loam 3.0• ..
Ordin firm loam
azY ' 3.5
.'...Fine gravel : . 5.0 ..
Stiff clay ,.
5.0 ".:
' I
Grasse, . :. ..
, .
-',Uncertain maintenance
!'
Good cover proper:maintenance . 5.0;
Quarry Stone
i
Equivalent
Allowable Velocity (ft/sec)
Spherical
for:siated;-sideslope .
Diameter
(inches)
5/1 2/1, 3/1
4/1
12/1
r .:..
6
7 1
6.0 7.7 8.0
8.4
9.0
9
7.2 8.9 9.4 9.8 -
10.2
10.8
12
8.5 10.2`. 10.7 . 11.2
11.8
12.5
15
9.5 1 L5 : 12.0 12.7
13.3 '
14.0
18
10.7 12.6 13.2 14.0
14.4
15.3
4
24
12.5 14.3..,:- 15.1, . 16.2:
J6.7
17.6
30
14.0 17.0 18.2
18.7
19.7
36
15.4 17.4 ' . 18.7 20.0
20.5
.
21.5
i
Vi-101

h
W
�L
'.. '
...-:vim...
.. -. '.",
.. ..
...r..•
CHART .. . SD2.:-
...
150
_
100
60
100
10,000
_
60
N
50
..
W
J
50
40
f
5,000.
Z
40
J
30
.O
7 ;
w
25
>
30
Q
3,000
p
.<,
_
F
20
Q
20
USE.fNOMOGRAPH T FOR NATURAL,+
LL
2,000
Z
15
Z
BASINS._WITH ALL, DEFINED CHANNELS
O
FOR.:OVERLAND`FLOW ON'BARE-EARTH,a
=
1,500
a.
AND FOR MOWED GRASS ROADSIDE
0
10
w
10
CHANNELS
` i -
W
1,000
0
FOR OVERLAND FLOW, GRASSED SURFACES,
g -
MULTIPLYT, BY-2
ZO
-`
�.
.
tj
:D
6
,
FOR OVERLAND FLOWTCONCRETE OR
500
g
v)
ASPHALT ,SURFACES, MULTIPLY
Q
O
,Tc .
tAJ
p
3
FOR CONCRETE CHANNELS, MULTIPLY Tc
300
._ 3
BY 0.2 -
—
200
x
2
w
150
2
2
_
r L3 0.385
100"
Tc _ \ H /.

i
F
E
u
CHART SD-b
O p
o e
n
h a
M IN
n
O
m n 7
to I
N
h
O
HEADWATER
DEPTH IN
DIAMETERS (HW/D)
i
r-
tn
S�
m r r
w
s Y
n _ N
Q
� y
SIO
(V N N
O
O
W
N N
no
g O O 0 O 0
O
o0 g000 o
a e o h a ri a
i
j•
�
W
o
Q'>-
Y yy
•
- •
•
C p
2
�
8
i �
�
r
•
W
0
0
O
>
V Z.
s�8
m
1(l
�_
m
O= O
v
O
O
N =
c =
p0
0 0
o to
M,
0
m
.
N
0 m
.sD n a ro N —
DISCHARGE'(0) IN CFS
p wN O ♦ m \^1N r M O P
dom Ifl f 1/1 N O p w 1- W 1fl Y �f M M 1� N N N m 1f1 N
REVISIONS DIAMETER OF CULVERT • (D) IN INCHES
T[ D[IgUPTION
HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
WITH INLET CONTROL APPRWID:DST& e
ITY OF GREENVILLE, N.ENGINEERING DEPT. 2a

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may Initiate any land -disturbing activity on one or more contiguous acres as covered by the Act
before this form and an acceptable erosion and sedimentation control plan have been completed and approved
by the Land Ouality Section, N.C. Department of Environment, Health, and Natural Resources. (Please type or
print and, If question Is not applicable, place N/A in the blank.)
Part A.
1. Project Name 1612 Front Street
2. Location of land•disturbing activity: County '. Carteret " Clty
or Township Beaufort and Highway / Street SR 1312
.• .•..1" ' ..
3. Approximate date land disturbing activity will be commenced: August 1, 1996
4. Purpose of development' (residential; commercial;'indu�tdal;'etc.)':' Residential
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas) : 2.74 ac
6. Amount of fee enclosed $ 70.00
7. Has an erosion and sedimentation control plan been filed ? Yes X No
8. Person to contact should sedimentcontrol issues arise during land -disturbing activity.
• Name Joe H..Christian_ _. Telephone [phone]
9..Landowner (s) of Record ( Use blank page to list additional owners.):
Mr. & Mrs. P. E. Davidson, 'Jr. `", ',T; `:
Name (s)
"4407`Ortega•Forest Drive
li Current Main Address ''
' 1, 9 Current Street Address.
Jacksonville, Florida 32210
City State Zip City State Zip
10. Recorded in Deed Book No. • 630 and- 492 - Page No. 411 and 352
Part B. ..
1. Person (s) or firms (s) who are financially responsible for this land -disturbing activity (Use the blank page to list
additional persons or firms):.-.
Joe H..Christian Front Street Associates, L.L.C.
Name .of_Person -(s)or Firm (s) -
P.O.Box 659 P.O. Box 659
Matting Address street...,.0.,W 1,
• Beaufort. N.C.• 28516 BeauforiL, N.0 t3I4
Clt State Zi N State Zip
Y _.. _ P'. Ci rp
Telephone [phone]
P Telephori �(� )087Z47

2. (a) It the Financially Responsible, Party is not a resident of North Carolina give name and street address of
a North Carolina Agent.
X
Name
Mailing Address
City State Zip ;City ,.. ' State Zip -
Telephone
Telephone
(b) If the Financially Responsible Party is a Partnership. or other person engaging in business under an
assumed name, attach a copy of the certificate,of assumed name. If the Financially Responsible Party Is a
Corporation give name and street address of the Registered Agent.
F
Name of Registered Agent
Mailing Address ,,, ;Street Address
(M ,
City State Zip ":-City.. .. State Zip
Telephone Telephone
'The above information is true and correct to the best of my knowledge and belief. and was provided by me
under oath. ( This form must be signed by the financially responsible person If an individual or his attomey-in-
fact or if not an individual by an officer, director, partner, or registered agent with authority.to execute Instru-
ments for the finanacially responsible person ). I agree to provide corrected information should there be any
change in the Information provided herein.
Joe H. Christian Authorized Agent
Type or print nape Title or Authority
Signature / Date
26, 1996
bion John Viventi a Notary Public of the County of Carteret
State of North Carolina, hereby certify that Joe H. Christian
appeared personally before me this day and being duly sworn acknowledged that the above forth was exe-
cuted by him.
Rn I Ifio
i tarial seal, this 26th day of June ig 96
r p pOTARY ;' de� v7,
se 1t ": otary
7 pUsue � :" -My commission expiresMay"5
..
r11