38-13 Cape Fear Public Utility Authority Application

TECHNICAL SPECIFICATIONS
SUBMITTED FOR CAMA MAJOR PERMIT APPLICATION
for
Masonboro Sound Water and Sewer Extension
NOVEMBER 1, 2012
WKD #10056.04.WL
Prepared for
Cape Fear Public Utility Authority
235 Government Center Drive
Wilmington, North Carolina 28405
RECEIVED
DCM WILMINGTON, NC
JAN 1 1 10113
Plans & Specifications
Prepared by
W.K. Dickson & Co., Inc.
909 Market Street
RECEIVED
Wilmington, North Carolina 28405
[phone] — Telephone
J/
[phone] - Fax
11113
NC License No. F-0374
DCM-MIID r,ITy

4k)
41
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RECEIVED
/03
,)CM•MHD CITY

4`
MASONBORO SOUND WATER AND SEWER EXTENSION
CAPE FEAR PUBLIC UTILITY AUTHORITY
WKD Project Number— 10056.04.WL
TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS SUBMITTED FOR CAMA MAJOR PERMIT APPLICATION
NOVEMBER 1, 2012
Page Number
Section 01510
Sewer Bypass Pumping
01510-1 — 01510-4
Section 01530
Security Fencing
01530-1 — 01530-3
DIVISION 2 — SITE WORK
Section 02140
Dewatering
02140-1
Section 02150
Shoring & Underpinning
02150-1 — 02150-2
Section 02220
Excavating, Grading, Trenching, and Backfilling
02220-1 — 02220-9
Section 02300
Boring, Jacking & Tunneling
02301-1 — 02301-3
Section 02301
Boring and Jacking
02301-1 — 02301-3
Section 02365
Directional Drilling
02365-1 — 02365-7
Section 02374
Erosion Controls
02374-1 — 02374-7
Section 02660
Water Distribution System
02660-1 — 02660-19
Section 02731
Gravity Sanitary Sewer System
02731-1 — 02731-16
Section 02732
Wastewater Force Mains Section
02732-1 — 02732-6
Section 02733
Wastewater Pump Stations Section
02733-1 — 02733-12
Section 02760
Restoration of Utility Pipes
02760-1
Section 02761
Sanitary Pipeline Rehabilitation
02761-1 — 02761-7
Section 02900
Landscaping
02900-1 — 02900-5
DIVISION 3 — CONCRETE WORK
Section 03200 Concrete Reinforcement Section
Section 03300 Cast -in -Place Concrete
03200-1 — 03200-2
03300-1 — 03300-5
ALI3 ailw-fNOQ
CIO? 9 I r"7,'
GHA03ffi
RECEIVED
Y 6 2013
DCM-MHDCITY

THIS PAGE IS INTENTIONALLY LEFT BLANK
mcwaD
J4'16""
DCM--MM cr[Y

Rev 1.04
SECTION 01510
SEWER BYPASS PUMPING
PART1 GENERAL
1.01 SCOPE OF WORK
A. Furnish all labor, materials, equipment, and incidentals required to maintain continuous
and reliable wastewater service in all wastewater lines during construction.
B. During various phases of the Work, it will be necessary to construct and maintain
temporary bypass sewers to maintain continuous and reliable wastewater flow in all
pipes, including individual service connections. Various phases of the Work that shall
require the implementation of temporary bypass sewers include, but are not limited to,
connections of new sewers to existing sewers, trenchless rehabilitation of existing sewers,
and pipeline inspection.
C. Portions of the Work require that upstream pump stations be placed out of service for
prolonged periods. In these instances, the Contractor shall construct a temporary bypass
sewer that shall discharge into either the original piping DOWNSTREAM of the affected
area, or into a neighboring gravity sewer identified that flows to an unaffected pump
station.
D. Contractor shall construct and maintain all temporary bypass sewers and be responsible
for all bypass pumping of sewage that may be required to prevent backing up of sewage
and allow appropriate conditions for proper inspection, rehabilitation, testing or drainage
during force main rehabilitation, replacement or reconnections to existing sewers. The
Contractor shall immediately remove and dispose of all offensive matter spilled during
the bypass pumping at his own expense. The Contractor shall also be responsible for
paying any fines imposed as a result of spills or overflows that occur as a result of the
bypass pumping operations.
E. Contractor shall provide a redundant bypass pump, intake and discharge conduit, and
other equipment necessary to provide continuous wastewater flow and prevent the
backing up of sewage in the case of emergencies at all times.
Where no alternate sanitary sewer route is available or when twenty-four hours of storage
is not feasible, redundant bypass pumping shall be installed.
G. Primary bypass pumps shall be critically silenced when used in residential settings or
areas where excessive noise levels would create a disturbance. Redundant bypass
pumping does not have to be critically silenced.
1.02 SUBMITTALS
A. The Contractor shall submit to the Engineer a schedule to complete the Work. It will
include the sequencing and coordination of connections to existing sewers, pipeline
REcgrq fiction, trenchless rehabilitation and testing of existing sewers, and the handling of
wastewater flow during construction. The schedule of work shall also be reviewed and
JAN 1 gpg013 d by the Operator in Responsible Charge (ORC).
6 L RECEIVED
DCMMHDCITy 01510.1 DCM Wu RAINlr;TON, NC
NOV 0 1 2012

Rev 1.04
B. The design, installation, and operation of the temporary pumping system shall be the
Contractor's responsibility. The Contractor shall either demonstrate, or employ the
services of a subcontractor who can demonstrate, to the Engineer and ORC that he
specializes in the design and operation of temporary bypass pumping systems.
C. The Contractor shall prepare a specific, detailed description of the proposed pumping
system (Bypass Pumping Plan). The Bypass Pumping Plan shall be submitted and
approved prior to the mobilization of any of the equipment included in the Bypass
Pumping Plan. The Bypass Pumping Plan shall outline all provisions and precautions to
be taken by the Contractor regarding handling of existing wastewater flows. This Bypass
Pumping Plan must be specific and complete, including such items as schedules,
locations, elevations, capacities of equipment, materials, and all other incidental items
necessary and/or required to ensure proper protection of the facilities, including
protection of the access and bypass pumping locations for damage due to the discharge
flows, and compliance with the requirements and permit conditions specified herein. No
Construction shall begin until all provisions and requirements have been reviewed and
accepted by the Engineer and ORC. The plan shall include but not limited to the
following details:
1. Staging areas for pumps.
2. Sewer plugging method and types of plugs.
3. Size and location of manholes or access points for suction and discharge hose
or piping.
4. Size of pipeline or conveyance system to be bypassed.
5. Number, size, material, location and method of installation of suction piping.
6. Number, size, material, location and method of installation of discharge
piping.
7. Bypass pump sizes, capacities, and number of each size to be provided on -
site including all primary, secondary, and spare pumping units.
8. Calculations of static lift, friction losses, and flow velocity (pump curves
showing pump, operating range shall be submitted).
9. Downstream discharge plan.
10. Method of protecting discharge manholes or structures from erosion and
damage.
11. Thrust and restraint block sizes and locations. Provide the details necessary
to demonstrate the integrity of all suction and discharge piping including
piping and fittings associated with all primary and secondary pumping units.
12. Sections showing suction and discharge pipe depth, embedment, select fill
and special backfill.
13. Method of noise control for each pump and any additional equipment that is
included in the Bypass Pumping Plan.
14. Any temporary pipe supports and anchoring requirements.
15. Access plans to all bypass pumping locations indicated on the drawings.
16. Calculations for selection of bypass pumping pipe size.
17. Schedule for installation of and maintenance of bypass pumping lines.
18. Plan indicating location of bypass pumping pipe locations.
19. Emergency plan for adverse weather and flooding for various phases of the
Work.
20. Contractors plan for providing continuous monitoring of the bypass pumping
operation as well ahme nOGiYffig persons' qualifications.
�AN j 6 2013 RECEIVED
0 510. DCM WILMINGTON, NC
Dcm-mn crrY N O V 0 1 2012

Rev 1.04
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 BYPASS PUMPING OF FLOW IN EXISTING SEWERS
A. The Contractor shall supply pumps, conduits, power, and other equipment to divert the
flow of sewage around the section in which Work is to be performed. The bypass system
shall be of sufficient capacity to handle the wastewater flows in the table located at the
end of this section. It is the intent of these Specifications to require the Contractor to
establish adequate bypass pumping as required regardless of the flow condition.
B. All bypass pumping piping shall conform to 02732 section 2.01 for force main materials,
or shall be HDPE and conform to the following requirements:
1. All polyethylene (HDPE) pipes shall meet the requirements of ASTM F714.
DR rating of the pipe shall be sufficient to withstand the pressure and leakage
test outlined below.
2. HDPE Pipe shall be furnished in standard laying lengths not exceeding 50
feet.
3. Joining system: The HDPE pipe shall be joined with butt, heat fusion joints.
All joints shall be made in strict compliance with the manufacturer's
recommendations and ASTM 2657. Where required, flange connections,
mechanical joint connections and butt connections using bolted mechanical
couplers shall be provided from a pipe stub with a polyethylene and steel
stiffener. Flanged connections shall be provided from a pipe stub and a steel
back-up flange. Back flanges shall be primed and painted in corrosion
protected paint. Quick connect couplings will not be permitted on HDPE
bypass piping.
4. HDPE fittings shall be fully pressure rated to match the pipe DR pressure
rating. All fittings shall be molded or fabricated by the same manufacturer as
the pipe. HDPE fittings shall be joined using butt, heat fusion and/or electro-
fusion. Adhesives and solvent cements shall not be permitted.
C. The Contractor shall perform leakage and pressure tests of the bypass pumping discharge
piping using clean water prior to the actual operation. The pressure and leakage test shall
be conducted at one -and -a -half times the maximum pressure the system will experience
based on the approved Bypass Pumping Plan for a period of two hours. No leakage is
permitted during this test. The Engineer will be given 24 hours notice prior to testing. In
addition, the Contractor shall demonstrate that the pumping system is in good working
order and is sufficiently sized to successfully handle flows by performing a test run for a
period of 24 hours prior to beginning the Work. 1A RECEIVED
D. Each bypass pumping operation shall include the components and systems to, Icco�m� plish
the bypass in accordance with these Specifications and the Special Project Conditl6klk.1 6 2013
E. The Contractor shall provide on -site manual oversight of all bypass pumping operations
24 hours per day, 7 days per week when the bypass pumping system is in operati%CM-MUDS'
F. Flows from private, commercial, and industrial users shall be handled by the Contractor
RECEIVED
01510.3 DCM WILMINGTON, NC
Nov 0 1 2012

Rev 1.04
I
during the Work without interruption.
G. The Contractor shall be required to repair, at his own expense, any damage to public or
private property caused by his operations.
H. Should damage of any kind occur to the existing sewers, the Contractor shall, at his own
expense make repairs to the satisfaction of the Engineer and the ORC.
I. The Contractor shall immediately notify the Authority should a sanitary sewer overflow
(SSO) occur and take the necessary action to clean up and disinfect the spillage to the
satisfaction of the Authority and/or other governmental agency. If sewage is spilled onto
public or private property, the Contractor shall wash down, clean up, and disinfect the
spillage to the satisfaction of the property owner, Authority, and/or other governmental
agency.
J. The Contractor shall not be permitted to overflow, bypass, pump or by any other means
convey drainage to any land, street, storm drain or water course.
K. The Contractor shall cease bypass pumping operations and return flows to the new and/or
existing sewer when directed by the Owner. During bypassing, no wastewater shall be
leaked, dumped, or spilled in or onto any area outside the existing wastewater system.
When bypass operations are complete, all bypass piping shall be flushed with fresh water
and drained into the wastewater system prior to disassembly.
L. Contractor must take care to prevent damage to existing structures. Discharge piping to
gravity sewer systems shall be designed in such a manner as to prevent discharge from
contacting manhole walls or benching and full discharge shall go into downstream pipe
with as minimal turbulence as possible. Contractor is responsible for any damage to
manholes. It may be necessary to remove the manhole cone to provide sufficient space
for the bypass piping. If this is required, the Contractor shall be responsible for any
damage to existing manhole components.
M. The Contractor shall establish adequate bypass pumping adherent to the conditions above
and anticipate severe weather conditions and increases in peak flows during rain events.
Available flow and capacity data for Contractor's use in sizing equipment is as follows:
Flow (GPM) Head (ft)
1,140 144
N. The 24-hour monitoring person shall be properly trained, experienced, and mechanically
qualified such that they can quickly and effectively address any potential emergency and
non -emergency situations associated with the pumps and bypass pumping system that
must remain in operation for an extended period.
E F N 01510
JAN 16 2013
01510.4
DCM-MHD CTrY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.01
SECTION 01530
SECURITY FENCING
Part 1 General
lal��i'I17.9-AWLS) 11111 DI11
A. This section of the specifications requires the contractor to furnish all labor,
equipment, materials and supplies needed, and perform all operations in
connection with the installation of security fences, gates, and accessories as
shown on the drawings and designated in this specification.
1.02 SUBMITTALS
A. Complete detail drawings and specifications for the fence, gates and accessories
shall be submitted for review and comment by the Engineer prior to ordering
materials.
1.03 FENCE WARRANTY
A. The Contractor shall guarantee the fence against faulty or inadequate design,
improper assembly or erection, and defective workmanship or materials or other
failure and shall furnish a written warranty agreeing to furnish and install at his
own expense any part of the fence proving defective within 12 months from the
date of final acceptance by the Engineer.
1.04 MATERIALS
A. Fencing: Fencing shall consist of galvanized or aluminum coated steel chain link
fence with a fabric height not less than six feet and an overall height of 7 ft. from
the bottom of the fabric to the top of the barbed wire. The fence shall have a top
rail, bottom tension wire, and three strands of barbed wire mounted on a 45
degree extension arms. Posts shall be set in concrete. Additionally, the fencing
shall meet the following requirements:
1. Fabric shall be 9 gauge, 2-inch mesh; galvanized ASTM A 392, Class II or
aluminum coated ASTM A 491, Class I1, with barbed selvage top and
bottom.
2. Posts shall be extra strong steel H-section, steel pipe, ASTM A 12 nrOD
standard weight (Schedule 40); or steel hollow structural tubing, A
501.
3. Line posts shall be H-section, 4.10 lb per ft; 2 inch OD pipe, 3.65 4;1 6 2013
or 2 inch square, 3.65 lb per ft.
4. Terminal posts (end, corner, and pull) shall be 2-1/2 inch OD pipe, 5.7&_MHDOrrY
per ft; or 2 %2 inch square, 5.59 lb per ft.
5. Gate posts (swing type gate) shall be 3" O.D. (9.1 lbs/ft).
6. Top rail shall be ASTM A 120, 1-5/8 inch OD steel pipe, 2.27 lb per ft.
RECEIVED
01530.1
DGM WILVINGTON, NC
NOV 0 1 2012

Rev 1.01
Rail couplings shall be sleeve type, 6 inches long.
Corners shall be braced with the same pipe as the top rail, with 3/8 inch
diameter steel rod truss and turnbuckle.
9. Post tops shall be malleable iron with pressed steel extension arm, or one-
piece aluminum casting, with hole for top rail, designed to prevent entry of
moisture into tubular posts.
10. Barbed wire shall be galvanized, ASTM A 121, Class 2 or aluminum
coated with two 12-1/2 gauge steel wires with 4 point barbs.
11. Stretcher bars shall be steel, 3/16 inch by 3/4 inch, or the equivalent area.
12. Fabric ties shall be aluminum bands or wires.
13. Gate frames shall be steel pipe, ASTM A 120, 1-5/8 inch OD, 2.72 lb per
ft, or steel hollow structural tubing, 2 inch square, 2.69 lb per ft.
14. Tension wire shall be galvanized or aluminum coated coil spring wire, 7
gauge.
15. Setting cement shall be four sack Portland cement with regular aggregate.
B. Gates: Fourteen (14) foot double swing gates (with two 7 foot singlesswing
gate sections) shall be furnished and installed.
The gate shall be of the same height as the fence and have a barbed wire
top to match the fence. The gate shall be hinged to swing 180 degrees
from closed to open and shall be complete with frames, latches, stops,
keepers, hinges, fabric, braces, padlocks, and three strands of barbed wire
where required to match fence. Gates shall have intermediate members
and diagonal truss rods as required for rigid construction and shall be free
from sag or twist. Gates shall be fitted with vertical extension arms or
shall have frame and members extended to cant' barbed wive.
2. Hinges shall be heavy pattern with large bearing surfaces and shall not
twist or turn under the action of the gate. Latches shall be plunger bar
type, full gate height, and arranged to engage the gate stop. Latches shall
be arranged for padlocking with the padlock accessible from both sides of
the gate. Stops shall consist of a roadway plate with anchor set in concrete
and arranged to engage the plunger. Keepers shall consist of mechanical
devices for securing and supporting the free end of the gate when in the
full open position.
3. Gates shall be installed so that it cannot be removed without disassembly
of the hardware. Hardware attachment bolts shall be peened so that
removal will be difficult.
C. Fence Installation:
The installed fence shall conform to the alignment and grade. All posts shall be
plumb and spaced no more than 10 ft. apart. When necessary the fence grade
shall be adjusted to fit the ground contour by slipping the fence fabric links. On
steep grades, the posts may be set normal to the slope provided transition sections
are constructed. Gr&pd A®CkpQDirregularities shall be graded as required to
maintain not more th inch clearance below the bottom of the fence fabric.
IDCM-mri
AN bfiJUKI RECEIVED
DCM WILMINGTON, NC
c>ry N 0 V 0 1 2012

Rev 1.01
1. Unless provided for otherwise, line posts shall be embedded not less than
30 in. into concrete foundation; terminal posts not less than 36 in; and gate
posts not less than 42 inches. Set all posts in Class "B" concrete and
crown top to shed water.
2. Top rails and bottom tension wires shall be installed before the fabric.
Top rails shall be furnished in at least 18 foot lengths and shall be securely
anchored at terminal and gate posts. Straight runs between braced posts
shall not exceed 500 feet. A terminal post shall be provided at each
change in slope.
Fabric shall be attached to the top rail and bottom tension wire at 24 inch
centers and to the line posts at 15 inch centers. Barbed wire shall be
fastened to each extension arm by internal clips or external fabric ties.
4. Stretcher bars shall be provided at each gate, terminal, and pull post. Each
stretcher bar shall be threaded through the fabric and anchored to the post
at 15 inch centers by positive mechanical means.
Each gate, terminal, and pull post shall be braced by a horizontal pipe
brace and an adjustable truss extending to an adjacent line post. Corner
posts shall be braced in both directions.
6. Fabric shall be stretched taut and anchored so that a pull of 150 pounds at
the middle of a panel will not lift the bottom of the fabric more than 6
inches.
1.05 PAYMENT
A. No separate payment shall be made for the fencing, gates and accessories installed
under this contract. Cost shall be included under the facility for which it is to
protect.
RECEIVED
JAN 16 2013
DCM•MHD CITY
RECEIVED
01530.3
DCM WILMINGTON, NC
Nov o 1 2012

�J
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Rev 1.04
SECTION 02140
DEWATERING
PART 1 GENERAL
1.01 DEWATERING
A. All ground water which may be found in the trenches and any water which may get into
them from any cause whatsoever shall be pumped or bailed out so that the trench shall be
dry during pipe laying period. No water shall be permitted to reach concrete until it has
set sufficiently. All water pumped from the trenches shall be disposed of in compliance
with the applicable local regulations of the appropriate governing body. The Contractor
shall provide a minimum of two pumps for each trench opened in wet ground, one
operating and one standby. The standby pump shall be of a size that will replace the
largest operating pump. The Contractor shall be required to well point, pump, or provide
other measures necessary to keep the trench dry.
The Contractor shall provide and place all necessary flumes or other channels of adequate
size to carry temporarily all streams, brooks, stormwater or other water which may flow
along or across the lines of the pipe line. All flumes or channels thus utilized shall be
tight so as to prevent leakage into the trenches. Water pumped from trenches shall be led
to a natural watercourse in accordance with the plan.
B. Payment: No separate payment will be made for Dewatering. All costs incurred by the
contractor for this work should be included in the unit price or lump sum price for the
item of work to which it pertains.
When groundwater is present in the work area, maintain water level below pipe bedding.
Contractor shall ensure that the ground water is below the bottom of the cut at all times to
prevent washout from behind sheeting. Groundwater shall be managed at all times in
strict conformance with Geotechnical Report when provided.
RECEIVED
JAN 16 2013
02140.1
DCM.MHD Crry
RECEIVED
DCM Inrn MiNGTON, NC
NOV I 1 '1012

THIS PAGE IS INTENTIONALLY LEFT BLANK

Rev 1.04
SECTION 02150
SHORING AND UNDERPINNING
PART 1GENERAL
1.01 SHEETING AND SHORING
1.02
A. Where sheeting, shoring, bracing or trench boxes are used, they must be designed and
sealed by a professional engineer licensed to practice in the State of North Carolina.
Trenches shall, at all times, be properly and adequately sheeted and braced to prevent
accidents, caving of the sides of the trench or prevent breaking of the ground outside of
the lines of the trenches or prevent damage to buildings or other structures along the line
of construction. Underground structures of all types shall be protected by the Contractor,
who shall use all necessary shoring, bracing or other appliances for the protection of
same. Care must be taken not to damage in any way water mains, water service pipes,
drain pipes, sanitary or stormwater sewers, gas mains, oil mains, electric conduits or
other structures encountered on the line of the work.
Only shoring authorized by the Engineer and approved by the Engineer shall be left in
place.
When shoring is installed to extend below the invert of a pipe or underground structure,
the shoring shall remain with the top edge four (4) feet below the finished grade. When
shoring is installed that does not extend below the invert of the pipe or underground
structure, the shoring shall be removed. In all cases the backfill and compaction shall be
executed in conformance with the specifications.
A. Underpinning shall be constructed of stone masonry laid in cement mortar at points
where required. Walls to be underpinned shall be thoroughly braced with timber and
underpinning constructed in alternate sections the length of which shall be determined by
the Engineer.
The existing material shall be excavated to a depth required and the masonry foundation
wall carried up and bonded to the present foundation walls. Stone for under pinning shall
be of good quality, hard, clean and of one or two -man size, not less than six (6) inches
thick except such as are used for filling or closing.
Each stone shall rest on its natural bed and have a solid bearing. They shall be laid in a
bed of cement mortar mixed in the proportions of one part cement, and two parts of
sand, and all joints shall be completely filled. The stone masonry shall be bonded so
there are about twice as many stretchers as headers.
New walls shall be thoroughly bonded to any existing foundation walls and the
Contractor will be held responsible for any damage that may result to any building or
structure underpinned.
02150.1
RECEIVED
JAN 16 2013
DCM-MFM CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.04
B. Payment: No separate payment will be made for Shoring and Underpinning. All costs
incurred by the contractor for this work should be included in the unit price or lump sum
price for the item of work to which it pertains.
RECEIVED
JAN 16 2013
DCM-MHD CITY
02150.2
RECEIVED
DCM WILMINGTON, NC
Nov o 1 2012

Rev 1.02
SECTION 02220
EXCAVATING, GRADING, TRENCHING, & BACKF LLING
1.01 General:
The contractor shall furnish all labor, equipment, supplies and materials, and perform all
operation in connection with the excavations, grading and backfilling, including borrow for
drainage structures, curb and gutter, sidewalks, driveways, pavements, slopes, storm drains,
water and sanitary sewer lines, including all hauling, wetting, rolling and other operations
pertaining thereto within the clearing limits, complete, in strict accordance with this section of
the specifications and the applicable drawings, and subject to the terms and conditions of the
contract.
1.02 Existing Conditions
A. Every reasonable effort has been made to provide accurate information on
existing site conditions. The Contractor should become familiar with the site and
satisfy himself as to the scope of the work involved and the materials to be
encountered. Any significant change in conditions should be immediately
brought to the attention of the Owner's representative.
1.03 References
A. ASTM C33 - Standard specification for concrete aggregates
B. ANSI/ASTM C 136 - Sieve analysis of fine and coarse aggregates.
C. ANSI/ASTM D698 - Tests for moisture -density relations of soils and soil -
aggregate mixture using 5.5 lb (2.49 kg) rammer and 12 inch (305 mm) drop.
D. ANSI/ASTM D 1556 - Density of soil in place by sand -cone method.
E. ASTM D2487 - Classification of soils for engineering purposes.
PART 2 PRODUCTS
2.01 Soils
A. General: Use soils free of organic matter, refuse, rocks and lumps greater than 4
inches in diameter and other deleterious matter.
Backfilling Materials: Suitable material, when used as backfill in paved
areas, shall be capable of being compacted as specified in paragraph
"Compaction and Testing" of this section of these specifications.
a. Type 1 Material: Excavated material from the trench or materials
from other sources which are free from large clods, roots or stones
larger than 1 inch may be used as initial backfill in trenches (see
Trench Details)
RECEIVED
JAN 16 7011
02 1DCU-MHDC"
1
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.02
b. Type 2 Material: Excavated material from the trench or materials
from other sources which are free from large clods, roots or stones
larger than 8 inches may be used as final backfill in trenches (see
Trench Details)
B. Classification: For the purpose of this specification, soils to be used as fill
material are grouped into five classes according to soil properties and
characteristics.
Class I - Angular, 6 to 40-mm (1/4 to 1-1/2 in.), graded stone, including a number
of fill materials that have regional significance such as coral, slag, cinders,
crushed stone, crushed gravel, and crushed shells.
Class II - Coarse sands and gravels with maximum practical size of 44 min (1-1/2
in.), including variously graded sands and gravels containing small percentages of
fines, generally granular and non -cohesive, either wet or dry. Soil Types GW,
GP, SW, and SP are included in this class.
Class III - Fine sand and clayey gravels, including fine sands, sand -clay mixtures,
and gravel -clay mixtures. Soil Types GM, GC, SM, and SC are included in this
class.
Class IV - Silt, silty clays, and clays, including inorganic clays and silts of
medium to high plasticity and liquid limits. Soil Types MH, ML, CH, and CL are
included in this class. These materials are not recommended for bedding,
haunching, or initial backfill.
Class V - This class includes the organic soil, OL, OH, PT as well as soils
containing frozen earth, debris, rocks, larger than 40 min (1-1/2 in.) in diameter,
and other foreign materials. These materials are not recommended for bedding
haunching or initial backfill.
C. Topsoil: Natural, friable soil free of subsoil, stumps, rocks larger than 2 inches in
diameter, weeds and other material detrimental to plant growth.
D. Granular Fill: Granular fill under floor slabs shall be Class I material.
E. Structural Fill: Fill material placed inside the line of the building foundation or
slab shall be Class I or II.
F. Fill Beneath Pavement: Fill material used beneath pavement and for road
shoulders shall be Class II or III.
G. General Fill: General fill material not otherwise specified shall be Class II or III.
HRECEi4tnch Backfill: Material used for bedding, haunching and initial backfill shall
be as specified hereinafter.
BAN 16 2013
02220.2 RECEIVED
DCMMADCny DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.02
2.02 Crushed Stone: Crushed stone shall be size no. 57, washed stone. If fines are
insufficient, stone screenings shall be added to extent required to stabilize it in the trench.
2.03 Concrete: Concrete placed for cradles, thrust blocks, or encasement shall be Class B
concrete as specified in Section 03300 Cast -in -Place Concrete.
PART 3 EXECUTION
3.01 General
A. Familiarization: Prior to commencement of the earthwork, become thoroughly
familiar with the site, the site conditions, and all portions of the work specified in
this Section.
B. Approvals: Backfilling and grading operations near foundations, walls, pipes and
other portions of the work to be covered shall not commence until the Owner's
Representative has completed all required inspections, tests and approvals. Work
covered prior to inspection shall be uncovered for inspection purposes and
backfilled.
3.02 Surface Preparation
A. Clearing: Areas designated for clearing and required for construction operations
shall be cleared of trees, brush, structures and other materials. Trees which are to
remain shall be protected during clearing operations and subsequent work.
B. Grubbing: Roots, stumps and other materials shall be grubbed from the
cleared areas to a depth of at least 18 inches. Tree stumps shall be grubbed in
their entirety, including tap roots where applicable.
C . Topsoil: Strip existing topsoil to a depth of 4 inches from areas to be excavated
or graded. Stockpile the topsoil in a suitable area for use during final grading
operations. Protect the topsoil from excessive erosion.
D. Unsuitable Material: Remove sod, muck or other unsuitable material to firm
subsoil in areas designated for filling or grading operations.
E. Disposal: Trees, stumps, roots, rubbish, unsuitable soil or other material resulting
from surface preparation shall be removed from the site by the Contractor and
disposed of.
3.03 Excess Water Control
A. General: Grade and maintain all are f NWR preclude surface runoff into
y RECEIVED
JAN 16 2013 DCM WILMINGTON, NC
02220.3
NOV 0 1 2012
DCM-MHD CrrV

Rev 1.02
excavations and prevent ponding of water.
B. Dewatering: Excavations should be kept free of surface water and/or
groundwater. Provide and maintain at all times the necessary means and devices
to prevent water from entering the excavations and for removing all water
entering the excavations, at no additional cost to the owner.
C. Softened Subgrade: Remove all soil softened or eroded by the presence of water
and replace with suitable backfill material.
3.04 Excavation: Excavation shall be accomplished in accordance with the grades and lines
as established by the Engineer and as required by the work to be performed. Excavation
shall include the removal and replacement of all asphalt, concrete, curb, rock, earth,
fences, trees (as directed by the Engineer), shrubs, and other materials as applicable. The
contractor will exercise care to prevent undercutting lower than the required subgrades.
All materials from excavation, considered as suitable by the Engineer, shall be used as fill
wherever required, and the Contractor shall arrange his work so that this usage of
excavated materials will be possible. Unsuitable and surplus materials from excavation,
if any, shall be disposed of by the Contractor at this expense. All areas of the site shall be
graded and maintained at all times to prevent surface runoff from draining into the
excavations, and to prevent ponding of water therein.
Excavated materials not required for topsoil, fill or backfill shall be removed from the
site of the work by the Contractor, but none shall be deposited on private property
without written consent of the property owner.
A. Unsuitable Materials: Unsuitable materials encountered in an excavation shall be
removed as directed by the Owner's representative, backfilled with suitable
material and compacted. Unsuitable materials include organic soils, muck, soft
and compressible silts and clays and running sands.
B. Undercutting: Undercutting, unless authorized by the Engineer, shall be replaced
and compacted, as specified in paragraph 3.06, at the Contractor's expense. If the
material, after excavation to subgrade, is found to be soft, spongy or unfit for use
as subgrade, such unsuitable material shall be removed to a depth as directed by
the Engineer and the subgrade shall be brought to proper elevation by filling with
suitable material from excavation or from an approved borrow site.
C. Borrow: The Contractor will supply all borrow necessary and will provide all
labor and equipment necessary to dig and haul such borrow. The placing of
borrow shall be as provided for in the paragraph 3.06.
3.05 PREPARATION OF SUBGRADE
RECEIVED
A. General: Upon completion of site preparation and excavation, scarify to a depth
BAN 16 2013 RECEIVED
02220.4 DCM WILMINGTON, NC
DChf-MAD CTfY
NOV 0 1 2012

Rev 1.02
of 12 inches and compact as specified. For areas to receive fill, the compacted
subgrade shall be scarified to a depth of four inches prior to placing the fill.
[ Xlr-� W I Aff-W IX4103! 6TXQ 11-CIRI
A. When and where existing plans and grades require the use of fill to reach the
required elevation, the Contractor shall deposit suitable material from previously
excavated areas. Such material shall be free from debris, roots, trash, stones, or
other harmful substances, and shall be spread in successive layers of loose
material not more than 8 inches in depth. Each layer shall be spread uniformly by
motor grader or other approved device and rolled with an approved tamping or
three -wheeled power roller until thoroughly compacted to 90 percent of maximum
density obtained at optimum moisture content, as determined by the A.A.S.H.T.O.
Standard Method T-180.
When any portion of the fill is constructed on an old road bed, the existing
surfaces shall be scarified and manipulated as directed by the Engineer in order
that, when compacted, it shall have a uniform density, as specified above. Fills
shall be shaped and maintained at all times during their construction to prevent an
accumulation of standing water in the event of rain.
B. Moisture Conditioning: Moisten or aerate the subgrade and fill material as
required to obtain proper compaction.
C. Structural Fill: Compact the subgrade and fill to a minimum of 98 percent ASTM
D698 (Standard Proctor) maximum density at optimum moisture content.
D. Granular Fill: Place granular fill on compacted, unscarified fill or subgrade and
compact to a minimum 100 percent ASTM D698, maximum density at optimum
moisture content.
E. Pavement Areas: Compact the subgrade and fill material beneath paved areas and
shoulders to a minimum 100 percent ASTM D698 maximum density at optimum
moisture content.
F. Landscaped Areas: Compact the subgrade and fill to a minimum 98 percent
ASTM D698 maximum density at optimum moisture content. Compact topsoil to
85 percent ASTM D698 maximum density at optimum moisture content.
3.07 Finish Grading
A. General: Perform finish grading to the lines and grades shown on the drawings.
Finished grades should be smooth and uniform and provide positive drainage.
AECMVED
i
[DCM.MffDCrTY
AN 16 2013
ozzzo.s
RECEIVED
DCM WILMINGTON, NC
Nov 0 1 2012

Rev 1.02
3.08
{
B. Tolerances:
Rough Grade Plus or minus 0.1 foot
2. Finish Grade Plus or minus 0.1 foot
C. Topsoil: The top 4 inches of soil in landscaped areas shall be topsoil.
D. Protection: Protect areas which have been graded from equipment traffic.
Trenching, Backfrlling and Compaction for Utility Systems
A. General: Refer to specific utility sections in these specifications for installation
requirements. Trench, backfill and compact as specified except as modified
herein.
B. Trenching: Trench widths at and below the top of the pipe shall be the minimum
necessary for proper installation. Trench banks above the top of the pipe shall be
as vertical as practicable. Overdepth excavation shall be backfilled with Class I
material and compacted. The Contractor shall provide, at his expense and as
directed by the Owner's representative, special bedding material or concrete
encasement as may be necessary due to over -width excavation.
C. Depth: Trench to the lines and grades shown on the drawings. Where elevations
are not shown, trench to a depth sufficient to provide at least 36 inches of cover
above the top of pipe, unless otherwise specified. Grade trenches to provide a
constant slope free of sags and high spots.
D. Dewatering: Keep trenches free of water. Include cost of dewatering in unit price
bid for pipe. No additional payment for this item is permitted.
E. Trench Bracing: Properly brace, sheet and support trench walls as soil conditions
indicate and in strict conformance with all pertinent laws and OSHA regulations.
Provide adequate bracing and shoring to protect adjacent improvements.
Contractor shall provide certification for all premanufactured trench bracing
devices prior to any excavation activities.
F. Bedding, Haunching and Initial Backfill: Tamp to provide firm, even bedding.
Excavate bedding material to match the shape of the bottom of the pipe and bell,
as detailed in the drawings. Place haunching material so as to provide full bearing
around the bottom of the pipe. Place bedding haunching and initial backfill as
specified below.
G. Pipe Bedding:
RECEIVED I. P.V.C. Gravity Main - Provide six (6) inches of Class I bedding material
compacted to 98 percent ASTM D698 density. Haunching material shall
JAN 16 2013
DCM-MHD CITY
02220.6
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.02
be Class I material compacted to 98 percent ASTM D698 density.
Haunching of pipe from invert to springline shall be by hand placement to
ensure material is worked under Haunch. Initial backfill shall be Class I to
top of pipe (washed 157 stone preferred).
2. D.L.P. and C900/905 PVC Gravity Main - Provide six (6) inches of Class
I bedding material compacted to 98 percent ASTM D698 density.
Haunching material shall be Class I material compacted to 98 percent
ASTM D698 density. Haunching of pipe from invert to springline shall be
by hand placement to ensure material is worked under Haunch. Initial
backfill shall be Class I to springline of pipe Class I, II or III material to
top of pipe.
3. Pressure Main P.V.C. or D.I.P. - Provide six (6) inches of Class I or II
bedding material compacted to 98 percent ASTM D698 density.
Haunching material shall be Class I or II material compacted to 98 percent
ASTM D698 density. Haunching of pipe from invert to springline shall be
by hand placement to ensure material is worked under Haunch. Initial
backfill shall be Class I or Class II to top of pipe Class I, II or III material
from top of pipe to 6-inches above pipe.
4. Service Pipe (Schedule 40) - Provide six (6) inches of Class I or II bedding
material compacted to 98 percent ASTM D698 density. Haunching
material shall be Class I or II material compacted to 98 percent ASTM
D698 density. Haunching of pipe from invert to springline shall be by
hand placement to ensure material is worked under Haunch. Initial
backfill shall be Class I or II to top of pipe.
H. Backfill: Backfill the remainder of the trench in accordance with paragraphs 2.01
and 3.06 of this section. Backfill from embedment zone to surface grade may be
by hand of mechanical placement. Trench backfill shall be compacted in 8-inch
lifts.
I. Foundation: Foundation shall be required in wet, yielding and mucky locations.
Foundation shall be constructed by removal of wet, yielding or mucky material
and its replacement with sufficient Class I material to correct the instability. In
areas where foundation is required bedding shall be class I only.
Backfilling in Traffic Areas (Highways, paved streets, paved parking lots, alleys,
driveways, highway and street shoulders)
Initial Backfilling of Pipe (Ordinary Bedding for DIP Pipe)
a. After preparing the trench for ordinary bedding as described
under paragraph 3.08G of this section, this portion of the pipe
trench shall be backfilled with suitable materials y�r
and around the pipe, carefully deposited in unifo layers on both
JAN 16 2013
02220.7
DCM-MHD CITY

Rev 1.02
sides of pipe and compacted by hand or pneumatic tampers until
backfill reaches one (1) foot above top of pipe. The depth of
backfill layers shall be six (6) inches maximum. Each layer of
material shall be compacted to a dry density 95 percent of the
maximum determined by the Standard Proctor Compaction Test.
b. When crushed stone or concrete encasement is used, the initial
backfill of suitable materials will not be required.
C. The tampers shall be of proper sized to operate between trench
wall and pipe without damaging the pipe.
2. Initial Backfilling of Pipe (Crusted Stone Encasement for PVC pipe, DIP
in unstable or wet conditions, or crushed stone encasement)
a. This portion of the pipe trench shall be backfilled with crushed
stone to provide crusted stone encasement.
b. When concrete cradle is used, the initial backfill will start at the
top of the concrete and then continue as specified above.
C. When concrete encasement is used, the initial backfill of crushed
stone will not be required.
3. Backfilling Trench to Subgrade After Initial Backfilling (Suitable
Materials)
a. After initial backfilling has been compacted as specified above,
backfill the remainder of the trench in compacted layers not to
exceed twelve (12) inches using a mechanical tamper up to the
bottom elevation of the pavement structure with suitable materials
(Type 2) to be a dry density 95 percent of the maximum
determined by the Modified Proctor Compaction Test.
3.09 FIELD QUALITY CONTROL
A. Field inspection, sampling and testing will be performed per owner's instructions.
B. An independent soils engineering and testing laboratory shall perform sufficient
tests and inspection procedures, to the satisfaction of the Engineer, both in the
field and lab to ensure that the provisions of this specification are met. The
testing shall be paid by the Contractor. The testing lab shall be approved by the
Engineer.
After testing is completed and reports are provided, all subgrades below the
aCEIVELpaving will be examined by the Engineer before any paving is authorized.
JAN 16 2013 RECEIVED
02220.8 DCM WILMINGTON, NC
DC!4f-mum CITY N O V 0 1 2012

Rev 1.02
The responsibility of the soils engineering and testing laboratory is to the
Engineer, to whom that firm must promptly, faithfully and accurately report the
results of its tests and inspections. The firm must, in addition, work in
coordination with the Contractor, making all tests required. The reports must
state whether or not the reported results comply with contract requirements. The
testing and control firm shall promptly type and deliver all its reports to the
Engineer with a copy to the Contractor.
PART PAYMENT
4.01 PAYMENT
No separate payment will be made for Excavating, Grading, Trenching and Backfilling.
All costs incurred by the contractor for this work should be included in the unit price or
lump sum price for the item of work to which it pertains.
RECEIVED
JAN 1 6 2013 RECEIVED
DCM WILMINGTON, NC
`m-mmcTti' NOV 0 1 2012

THIS PAGE IS INTENTIONALLY LEFT BLANK
n RECEIVED
i
~ JAN 16 2013
DCM-MHD CITY

Rev 1.01
SECTION 02300
BORING, JACKING & TUNNELING
1.01 Tunneling Under Trees, Curbs, Etc: In certain areas where specific trees, curbs, etc., are
designated to be saved, excavation may be made by alternate sections of open cut and wedge
tunnel.
Backfilling of the tunnel section shall be by the use of mechanical tampers, starting at the wedge
and working progressively away from the wedge.
If the wedge tunnel method is deemed unfeasible, an alternate method of tunneling shall be
designed and submitted by the Contractor.
- RECEIVED g
JAN 16 2013
0 0.1
DCM-MHD CPY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

THIS PAGE IS INTENTIONALLY LEFT BLANK

Rev 1.04
Section 02301
Boring and Jacking
1.01 Scope
A. Pipelines included under these specifications are those installed to carry water or sewage
either under pressure or by gravity flow.
1.02 General Requirements
A. Pipelines under roadways or as specified elsewhere shall be encased in a larger pipe or
conduit called the casing pipe. Casing pipes shall be installed at the locations indicated
on the plans and shall be installed by boring or jacking, if practicable.
Pipelines shall be located, where practicable, to roadways at approximately right angles
thereto but preferably at not less than 45 degrees, and shall not be placed within culverts
nor under bridges where there is likelihood of restricting the area required for the
purposes for which the bridges or culverts were built, or of endangering the foundations.
Any replacement of a carrier pipe shall be considered a new installation, subject to the
requirements of these specifications.
Where laws or orders of public authority prescribe a higher degree of protection than
specified herein, then the higher degree of protection so prescribed shall supersede the
applicable portions.
Pipelines and casing pipe shall be suitably insulated from underground conduits carrying
electric wires.
1.03 Carrier Pipe
A. Carrier line pipe and joints shall be of accepted material and construction as approved by
the engineer. Joints for carrier line pipe operating under pressure shall be mechanical or
welded type. The pipe shall be laid with sufficient slack so that it is not in tension.
1.04 Casing Pipe
A. Casing pipe and joints shall be of leak proof construction.
The inside diameter of the casing pipe shall be as shown on the plans. It shall, in all
cases, be great enough to allow the carrier pipe to be removed subsequently without
disturbing the casing pipe or roadbed.
RECEIVED
JAN 16 2013
oz .1
DCM-MHD CITY
RECEIVED
DCM WUA1N1rT0N, NC
NOV 0 1 2012

Rev 1.04
Table 1.04
Minimum Wall Thickness for Steel Casing Pipe
Nominal
Nominal
Thickness
Diameter
Inches
Inches
0.188
Under 14
0.250
14" - 28"
0.312
30"
0.375
Over 32" - 36"
0.500
Over 36" unless otherwise permitted by
NCDOT
When casing is installed without benefit of a protective coating, and said casing is not
cathodically protected, the wall thickness shown above shall be increased to the nearest
standard size, which is a minimum of 0.063 inches greater than the thickness shown
except for diameters under 12 3/4 inches.
1.04.1 Steel Pipe
A. Steel pipe shall have a minimum yield strength of 35,000 psi, and shall be spiral -welded
steel pipe, uncoated, as manufactured by Armco Steel Corporation, or equal.
1.04.2 Length of Pipe
A. Casing pipe under roadways shall extend from the centerline of ditch on one side of the
roadway to the centerline of ditch on the other side of the roadway or as directed by the
engineer. In no case shall the casing extend less than 5 feet beyond the pavement edge,
measured at right angles to the centerline of the road.
1.05 Construction
A. Casing pipe shall be so constructed as to prevent leakage of any substance from the
casing throughout its length. Casing shall be so installed as to prevent the formation of a
waterway under the roadway with an even bearing throughout
its length, and shall slope to one end (except for longitudinal occupancy). Ends of casing
pipe shall be sealed by using brick and mortar.
Where casing and/or carrier pipe is cathodically protected, the engineer shall be notified
and suitable test made to ensure that other structures and facilities are adequately
protected from the cathodic current in accordance with the recommendations of current
Reports of Correlating Committee on Cathodic Protection, published by the National
Association of Corrosion Engineers.
RECEIVED
RECEIVED
JAN 16 2013 DCM WILMINGTON, NC
02301.2
NOV 0 1 2012
DCM-MHD CITY

Rev 1.04
1.05.1 Method of Installation
A. Bored or jacked installations shall have a bored hole diameter essentially the same as the
outside diameter of the pipe. If voids develop causing the bored hole diameter to be
greater than the outside diameter of the pipe by more than approximately 1 inch, remedial
measures as approved by the Engineer shall be taken. Boring operations shall not be
stopped if such stoppage would be detrimental to the roadway.
B. Not less than 10 days prior to commencing any boring and jacking, the Contractor shall
submit a "Boring and Jacking Plan" to the Engineer for review, outlining in detail his
proposed methodology for accomplishing all boring and jacking. The plan shall include,
but not be limited to, location and angle, type and size of equipment and materials to be
used on each bore, estimated time of completion, etc.
1.05.2 Depth of Installation
A. Casing pipe under roadways shall be installed to the depth indicated on the plans for
sewer and a minimum of 3' cover for waterlines.
1.05.3 Valves/Manholes
A. Accessible valves/manholes shall be installed within effective distances as shown on the
plans, each side of the roadway.
1.06 Execution of Work
A. The execution of the work on all roadways shall be subject to the inspection and direction
of the Engineer.
1.07 Measurement
A. All casing pipe shall be measured from the exact beginning of the casing pipe to the end
of the line.
1.08 Payment
A. Payment for pipe casing will be made at the contract unit price per linear foot for the
various types and sizes of casings, which price shall be full compensation for all
materials, excavation of bore pit, backfill, required bonds, etc., complete in place, as
specified, to the satisfaction of the Engineer.
. RECEWED
BAN 16 2013
02301. DCM MHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

THIS PACE IS INTENTIONALLY LEFT BLANK

Rev 1.01
SECTION 02365
DIRECTIONAL DRILLING
PART 1 GENERAL
1.01 Description
A. General
1. Contractor shall furnish all labor, materials, equipment and incidentals
required to perform the successful installation of wastewater mains and/or
potable water mains at locations shown on the plans by using horizontal
directional drilling methods.
2. Pipeline shall be complete with all accessories and shall have passed all
required testing.
3. The Contractor shall have made all inspections of the area(s) within the
vicinity of the project and the immediate area of the work and become
thoroughly familiar with the natural and manmade features encompassed
about the project.
1.02 QUALITY ASSURANCE
A. Requirements
1. The Contractor shall be prequalified and approved by the owner. The
Contractor must furnish references able to attest to the contractor's
capabilities in accordance with the prequalification process.
2. Requirements of Regulatory Agencies:
a. Comply with North Carolina OSHA Standards, Underwriter
Laboratories and all other authorities having jurisdiction.
B. Reference Standards
1. Comply with applicable provisions and recommendation of the following,
except as otherwise shown or specified.
a.
ASTM D-1248 and D-3350
b.
AWWA C901 or C906
C.
NSF 61
d.
ASTM D2683 or D3261
RECENED
AN 16 2013
IIDCU-MHD
02365.1
Crry

Rev 1.01
1.03 SUBMITTALS
A. Shop Drawings on Pipe Material
B. Manufacturer's Installation Manual
C. Certificates: Submit certificates of compliance with referenced standards, where
requested by the Engineer.
D. Field installation drawings indicating layout and depth of bored pipe.
E. Record Drawings: During progress of the work, keep an up to date set of
drawings showing field and shop drawing modifications. The drawings shall
show all piping on plans and in sections, with all reference dimensions and
elevations required for complete record drawings of the piping systems.
F. Erosion control plan for the drilling mud pit work area.
G. Written verification of required pressure testing.
H. Work Plan: Prior to beginning work, the Contractor must submit to the Engineer
a work plan detailing the procedure and schedule to be used to execute the
project. The work plan should include a description of all equipment to be used,
down -hole tools, a list of personnel and their qualifications and experience
(including back-up personnel in the event that an individual is unavailable), list of
subcontractors, a schedule of work activity, a safety plan (including MSDS of any
potentially hazardous substances to be used), traffic control plan (if applicable),
an environmental protection plan and contingency plans for possible problems.
Work plan should be comprehensive, realistic, and based on actual working
conditions for this particular project. Plan should document the thoughtful
planning required to successfully complete the project.
Equipment: Contractor will submit specifications on directional drilling
equipment to be used to ensure that the equipment will be adequate to
complete the project. Equipment shall include but not be limited to: drilling
rig, mud system, mud motors (if applicable), down -hole tools, guidance
system, rig safety systems. Calibration records for guidance equipment shall
be included. Specifications for any drilling fluid additives that Contractor
intends to use or might use will be submitted. Specifications on material to be
used shall be submitted to Engineer. Material shall include the pipe, fittings,
and any other item which is to be an installed component of the project.
2. Guidance System: A Magnetic Guidance System (MGS) probe or proven
gyroscopic probe and interface shall be used to provide a continuous and
nabcurate determination of the location of the drill head during the drilling
JAN 16 2013 RECEIVED
02365.2 DCM WILMINGTON, NC
DCM-mmcrfy NOV o 1 2012

Rev 1.01
operation. The guidance shall be capable of tracking at all depths up to 50
feet and in any soil condition, including hard rock. It shall enable the driller
to guide the drill head by providing immediate information on the tool face,
azimuth (horizontal direction) and inclination (vertical direction). The
guidance system shall be accurate up to +/- 2% of the vertical depth of the
borehole at sending position at depths up to 40 feet and accurate within 1.5
meters horizontally.
PART2 PRODUCTS
2.01 MATERIALS
A. Material shall be high -density polyethylene, extra high molecular -weight, PE3408
pressure rated 200 psi, DR 9 manufactured by Plexco or equal.
B. Pipe shall be heat fusion welded.
C. Mechanical finings shall be authorized by the manufacturer for use on polyethylene
pipe.
2.02 TESTING
A. Pipe shall be pressure tested and leak tested in accordance with Section 02732 Force
Main or Section 02660 Water Distribution System.
B. Owner's representative shall be available during the testing.
2.03 STORAGE AND HANDLING
A. Handle all pipe and accessories carefully with approved handling devices. Do not
drop or roll pipe off trucks. Do not otherwise drop, roll or skid pipe. Materials
cracked, gouged, chipped, dented or otherwise damaged will not be approved.
B. Pipe and appurtenances shall be unloaded opposite to or as close to the place where
they are to be laid as is practical to avoid unnecessary handling. Interiors shall be
kept completely free from dirt and foreign matter.
C. Contractor shall be responsible for the proper support of the piping to ensure that the
pipe is not over stressed or damaged.
RECEIVED
JAN 16 2013
0 5.3
DCM--MAD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.01
PART 3 EXECUTION
3.01 INSTALLATION shall be per manufacturer installation manual
A. General
The work shall be performed by the Directional Drill Technique. Specific
details of installation techniques are the responsibility of the contractor. The
CFPUA, in no way, will dictate to the contractor, techniques, means or
methods to be used in installation of the directional drill pipe other than that
pipe must be installed in accordance to the manufacturer specifications. In
general, the work will proceed as follows:
a. Drill a pilot hole from one side of the crossing to the other. The pilot hole
follows the design centerline of the pipe with the path recorded and
controlled using a specially designed instrument package situated behind
the drill bit.
b. A washover pipe is rotated over the pilot drill string behind the pilot drill
bit and exits with the drill bit on the other side of the crossing.
c. The drill bit and drill string is withdrawn back through the washover pipe,
leaving the washover pipe in place.
d. A series of tools are connected between the end of the washover pipe and
the wastewater main and/or water main. The drilled hole is widened to its
final diameter with the appropriate tool, head or cutter. Smooth the wall
of the bore and direct bentonite to aid in the boring operation. A swivel is
installed between the tool, head or cutter and the wastewater main and/or
water main to ensure that no torque is transmitted to the pipe main.
e. After the tools are connected between the was hover pipe and wastewater
force main and/or water main, the drill rig will rotate and pull the was
hover pipe along the drilled path, with the pipe following slowly behind.
f. After the pipe is in place, it shall be pressure and leak tested.
g. Locator wire: A 10 gauge insulated copper wire shall run continuously
and shall be taped securely to the forcemain. The locator wire shall be
accessible above ground at one thousand feet (1,000) intervals and shall be
protected by a metal cleanout box or cathodic test station.
B. Drill Path Geometry
1. Contractor is responsible for horizontal and vertical alignment of the pilot drill
and final installed pipe. The pilot drill should conform to the pipeline
alignment as shown on the contract drawings. Contractor shall submit all
RECEIVED
RECEIVED
r'JAN 16 2013 02365.4 DCM WILMINGTON, NC
NOV 0 1 2012
DCM MHD Crry

Rev 1.01
proposed changes to the vertical alignment shown on the drawings to the
Engineer for approval prior to commencing work. Under no circumstances
shall installed pipe be at a higher elevation than that shown on the drawings or
vary by more than 2 %2 feet from the horizontal alignment shown on the
drawings.
2. The accuracy of the drill exit point shall be within a 2 Moot horizontal radius
of the design exit point.
3. Entry and exit points shall be located as shown on the contract drawings.
4. Contractor shall map to scale the location of each pilot drill string joint to a
minimum horizontal and vertical scale of 1 inch equals 20 feet. The map shall
be furnished to the owner.
5. Should the contractor exceed the limits described above, a new pilot drill shall
be performed at the expense of the contractor and at no cost to the owner.
Contractor may elect to alter the horizontal geometry of the drilling, subject to
right-of-way restraints. However, payment limits are based upon stations
given in the bid form, and payment for directional drilling will be limited to
the prices bid therein.
6. If requested by the owner, contractor shall provide full explanation of details
regarding any technical means, methods or equipment necessary to
accomplish the work described herein.
C. Job Conditions
1. Existing Utilities: The contractor shall be responsible to field locate existing
underground utilities in the areas of work.
a. Should uncharted or incorrectly charted piping or utilities be
encountered during the work, consult piping or utility owner and
engineer immediately for instructions. Cooperate with owner and
utility companies in keeping respective services and facilities in
operation. Repair damaged utilities to satisfaction of utility owner.
b. Do not interrupt existing utilities serving facilities occupied and used
by owner or others, except when permitted in writing by engineer and
then only after acceptable temporary utility services have been
provided.
c. Coordinate with utility companies for shut-off of services, if required,
and the lines are active.
. RECEIVED
t1DCM-MHD
AN 16 2013
02365.5
CITY

4.
Rev 1.01
2. Use of Explosives: Do not bring explosives onto site or use in the work. Use
of explosive materials is specifically prohibited.
3. Dust Control: Contractor shall conduct all of his operations and maintain to
area of his activities, including sweeping and sprinkling of roadways, so as to
minimize creation and dispersion of dust.
D. Installation Specialist
Contractor shall provide the full time services of a competent installation
specialist during the directional drilling to assist in technical matters relating
to the work. He shall advise the contractor on matters to include but not
limited to drilling, pipe support, mapping of the pipe location, quality
assurance of the work, safety or other items as necessary. Installation
specialist may be the contractor's superintendent.
E. Completion of Work
1. Interior of all pipe and fittings shall be inspected and all dirt, gravel, sand,
debris, or other foreign material shall be completely removed from pipe
interior. A bulkhead shall be attached to the end of the pipe prior to attaching
the swivel and barrel reamer to ensure inside of pipe remains clear during
pullback operation.
2. Install all pipe accurately to line and grade shown unless otherwise approved
by Engineer.
3. Any time that pipe work is not actively in progress the open ends of pipe shall
be closed by a watertight cap.
4. Field cutting pipe, where required, shall be made with a machine specially
designed for cutting piping. Cuts shall be carefully done, without damage to
pipe, so as to leave a smooth end at right angles to the axis of pipe. Cut ends
shall be tapered and sharp edges filed off smooth.
5. At completion of installing pipe, contractor shall install transition fitting to
force main or water main material, then cap with watertight cap or plug.
6. At completion of installing pipe, Contractor shall furnish drill log indicating
placement of pipe as installed. The entire drill path shall be accurately
surveyed with entry and exit stakes placed in the appropriate locations within
areas indicated on drawings. If Contractor is using a magnetic guidance
system, drill path will be surveyed for any surface geomagnetic variations or
anomalies.
RECEMED
RECEIVED
JAN 16 2013 DCM WILMINGTON, NC
02365.E
NOV 0 1 2012
DCM-MHDCrrY

Rev 1.01
3.02 ENVIRONMENTAL CONTROLS
A.
Disposal Site
The drilling mud cannot be disposed of on the project site.
2. Off -site disposal of the drilling mud is the contractor's responsibility.
3. Contractor shall comply with all applicable laws and regulations regarding
the transport and off -site disposal of the drilling mud and all excess
excavated materials.
4. All costs for proper transport and disposal of drilling mud and all excess
excavated materials shall be included in the price bid for the work.
All operations involving drilling mud shall be controlled and monitored by the
contractor to ensure containment.
The contractor shall establish bermed or sandbagged pits of sufficient sizes to
accommodate the volume of drilling mud anticipated plus a two foot
freeboard. The bermed areas shall be maintained and designed by the
contractor to ensure containment and prevent loss of drilling mud.
2. Transportation of the disposal materials off -site by public roads shall meet all
North Carolina Department of Transportation requirements.
Transportation of materials by barge or scow shall be in accordance with the
Corps of Engineers and U.S. Coast Guard requirements. No bottom open
vessels shall be allowed.
RECENED
JAN 16 )"13
02365.7
DCM_Mun 'fry
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

THIS PAGE IS INTENTIONALLY LEFT BLANK
RECEIVED
JAN 16 2013
DCM-%McnY

SECTION 02374-EROSION CONTROLS
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes installing, maintaining and removing:
1.
Silt Fence.
2.
Temporary Construction Entrances.
3.
Diversion Channels.
4.
Sediment Traps.
5.
Rip Rap.
6.
Stone Check Dams.
7.
Inlet Protection.
8.
Site Stabilization.
B. Related Sections:
1. Section 3123 16 — Excavation, Grading, Trenching, and Backfilling.
1.2 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T180 - Standard Specification for Moisture -Density Relations of Soils
Using a 4.54-kg (I0-pound)rammer and a 457-min (I8-inch)drop.
B. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics
of Soil Using Standard Effort (12,400 ft-lbf/ft' (600 kN-m/m')).
2. ASTM D1557 - Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Modified Effort (6,000 ft-lbf/ft (2,700 kN-m/m')).
3. ASTM D6938 — Standard Test Method for In -Place Density and Water Content
of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth).
C. NCDOT Standard Specifications:
Standard Specifications for Roads and Structures, July 2006, published by the
North Carolina Department of Transportation.
1.3 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.
B. Product Data: Submit data on geotextile, posts, woven wire, concrete mix design, and
pipe.
RECEIVED
Cape Fear Public Utility Authority EROSION CONTROLS
Masonboro Sound Water and Sewer Authority ° JA N 16 ? 013 R E-0� rV E D
WKD Project Number: 10056.04. WL
dCM WILMINGTON, NC
DCM-MHD crry N O V 0 1 2012

C. Manufacturer's Certificate: Certify products and aggregates meet or exceed specified
requirements.
D. Closeout Submittals: Section 01 70 00 - Execution and Closeout Requirements:
Requirements for submittals.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with Division 16 of NCDOT Standard Specifications.
B. Maintain one copy of document on site.
1.5 PRE -INSTALLATION MEETINGS
A. Section 0130 00 - Administrative Requirements: Pre -installation meeting.
B. Convene minimum one week prior to commencing work of this Section.
PART 2 PRODUCTS
2.1 GEOTEXTILE MATERIALS
A. Engineering Fabric Materials: Non -biodegradable conforming to Section 1056 of
NCDOT Standard Specifications:
1. Silt Fence: Type 3, Class A or B Engineering Fabric.
2. Under Rip Rap or Construction Entrances: Type 2 Engineering Fabric.
2.2 STONE, AGGREGATE, AND SOIL MATERIALS
A. Stone for Sediment Trap and Check Dam: Class B erosion control stone conforming to
Section 1042 of the NCDOT Standard Specifications. Minimum size 5 inches, midrange
size 8 inches, and maximum size 12 inches equally distributed.
B. Stone for Rip Rap: Class 1 erosion control stone conforming to Section 1042 of the
NCDOT Standard Specifications. Minimum size 5 inches, midrange size 10 inches, and
maximum size 17 inches equally distributed.
C. Washed Stone: Coarse aggregate, Gradation No. 57 conforming to Section 1005 and
1006 of the NCDOT Standard Specifications.
D. Aggregate for Construction Entrance: Coarse aggregate, Gradation No. 4 or larger with
maximum size of 3 inch, conforming to Sections 1005 and 1006 of the NCDOT
Specifications.
RECEIVED
Public Utility Authority ERf FIENCE E p
oµm V ,r,�t56.04. Authority DCM VVILR�t 6N, NC
I# b�Gl4J ��SSbb056.04.WL
NOV 0 1 2012
r PIS 414�

E. Soil Fill: Clean natural soil with a plasticity index of 15 or less that is free of clay, rock,
or gravel lumps larger than 2 inches in any dimension; debris; waste; frozen material; and
any other deleterious material that might cause settlement. Suitable material excavated
from the site may be used as soil fill under optimum moisture conditions.
2.3 PLANTING MATERIALS
A. General: Conform to North Carolina Board of Agriculture rules and regulations as
specified in Section 1060 of NCDOT Standard Specifications for seed, agricultural
ground limestone, fertilizers, and mulch.
B. Temporary Seed Mixture:
1. Late winter and early spring: Rye and Annual Lespedeza (Kobe)
2. Summer: German Millet.
3. Fall: Rye.
C. Fertilizer: Commercial grade; recommended for grass.
D. Lime: ASTM C602, Class O agricultural ground limestone containing a minimum
80 percent calcium carbonate equivalent.
E. Mulch: Oat or wheat straw, free from weeds, foreign matter detrimental to plant life, and
dry. Hay or chopped cornstalks are not acceptable.
2.4 CONCRETE
A. Concrete: Class B concrete conforming to Section 1000 of the NCDOT Standard
Specifications.
1. Compressive strength of 2,500 psi at 28 days.
2. Air entrained.
3. Water cement ratio of 0.488 with rounded aggregate and 0.567 with angular
aggregate.
4. Maximum slump of 2.5 inches for vibrated concrete and 4 inches for non -
vibrated concrete.
5. Minimum cement content of 508 lbs per cubic yard for vibrated and 545 lbs per
cubic yard for non -vibrated concrete.
2.5 PIPE MATERIALS
A. Pipe: Corrugated steel pipe and fittings conforming to Sections 1032-3 of NCDOT
Standard Specifications.
RECEIVED
Cape Fear Public Utility Authority JA N 1 6 2 3 EROSION CONTROLS
Masonboro Sound Water and Sewer Authority 02374'- 3n
WKD Project Number: 10056.04. WL
DCM-MHD crTv

2.6
A. Posts for Silt Fence and Inlet Protection: Steel posts 5 feet long, 1-3/8 inches wide,
minimum weight 1.25 lbs/ft. conforming to Section 1605 of NCDOT Standard
Specifications.
B. Woven Wire Fence for Silt Fence: Minimum 32 inches high, minimum 5 horizontal
wires, vertical wires spaced 12 inches apart, minimum 10 gage top and bottom wires, and
minimum 12-1/2 gage; all other wires conforming to Section 1605 of NCDOT Standard
Specifications.
C. Attachment Devices for Silt Fence: No. 9 staple, minimum 1-1/2 inches long, or other
approved attachment devices.
D. Hardware Cloth for Inlet Protection: 24 gage, 1/4-inch mesh opening hardware cloth.
E. Trash Rack for Pipe Riser: Cone shaped with #4 bars welded at each intersection of bars
and sized to fit pipe riser. Conform to Section 1637 of NCDOT Standard Specifications.
2.7 SOURCE QUALITY CONTROL (AND TESTS)
A. Section 0140 00 - Quality Requirements: Testing, inspection, and analysis requirements.
B. Perform tests on cement, aggregates, and mixes to ensure conformance with specified
requirements.
C. Make rock available for inspection at producer's quarry prior to shipment. Notify
Architect/Engineer at least seven days before inspection is allowed.
D. Allow witnessing of inspections and tests at manufacturer's test facility. Notify
Architect/Engineer at least seven days before inspections and tests are scheduled.
PART 3 EXECUTION
3.1
EXAMINATION
A. Section 0130 00 - Administrative Requirements: Verification of existing conditions
before starting work.
B. Verify compacted subgrade is acceptable and ready to support devices and imposed
loads.
C. Verify gradients and elevations of base or foundation for other work are correct.
RECEIVED
JAN 16 2013
CegWility Authority
Masonboro Sound Water and Sewer Authority
WKD Project Number: 10056.04.WL
ER?Tff j1t 4D
DCM WILMINGTON, NC
NOV 0 1 2012

3.2 SILT FENCE
A. Install in accordance with Section 1605 of NCDOT Standard Specifications at locations
shown on Drawings.
B. Use wire fence with Class A fabric.
C. Class B fabric may be used without woven wire backing subject to the following:
1. Fabric is approved by Architect/Engineer.
2. Maximum post spacing is 6 feet.
3. Posts are inclined toward runoff source not more than 20 degrees from vertical.
3.3 TEMPORARY CONSTRUCTION ENTRANCES
A. Excavate and compact subgrade as specified in Section 31 23 16.
B. Install construction entrances to the dimensions and locations as shown on Drawings.
Minimum thickness is 6 inches.
C. Mound aggregate near intersection with public road to prevent site runoff entering road.
D. Periodically dress entrances with 2-inch thick course aggregate when aggregate becomes
clogged with soil.
3.4 DIVERSION CHANNELS
A. Excavate channel as specified in Section 3123 16.
B. Windrow excavated material on low side of channel.
C. Compact to 95 percent maximum density.
D. On entire channel area, apply soil supplements and sow seed as specified in
Section 32 92 19.
E. Mulch seeded areas with hay as specified in Section 32 92 19.
3.5 SEDIMENT TRAPS
A. Clear site as specified in Section 3100 00.
B. Construct trap by excavating and forming embankments as specified in Section 3123 16.
C. Place coarse aggregate or rock at outlet as indicated on Drawings.
D. Place geotextile fabric as specified for rock lining.
RECENED
Cape Fear Public Utility Authority EROSION CONTROLS
Masonboro Sound Water and Sewer Authority 02374.5/7
WxDProject Number: 10056.04.WL IJAN 16 2013
DCM-M1ID CITY

3.6
3.7
3.8
E. On entire sediment trap area, apply soil supplements and sow seed as specified in Section
32 92 19.
F. Mulch seeded areas with hay as specified in Section 32 92 19.
G. Clean trap of accumulated sediment when directed but no less than when trap is half full
of sediment.
ROCK LINING (RIP RAP)
A. Excavate to depth of rock lining as indicated on Drawings or nominal placement
thickness as follows. Remove loose, unsuitable material below bottom of rock lining and
replace with suitable material. Thoroughly compact and finish entire foundation area to
firm, even surface.
B. Lay and overlay geotextile fabric over substrate. Lay fabric parallel to flow from
upstream to downstream. Overlap edges upstream over downstream and upslope over
downslope. Provide a minimum overlap of 3 feet. Offset adjacent roll ends a minimum
of 5 feet when lapped. Cover fabric as soon as possible and in no case leave fabric
exposed more than 4 weeks.
C. Carefully place rock on geotextile fabric to produce an even distribution of pieces with
minimum of voids and without tearing geotextile.
D. Unless indicated otherwise, place full course thickness in one operation to prevent
segregation and avoid displacement of underlying material. Arrange individual rocks for
uniform distribution.
STONE CHECK DAM
A. Determine length required for ditch or depression slope and excavate, backfill, and
compact foundation area to firm, even surface.
B. Place Class B erosion control stone in an even distribution of rock pieces with minimum
voids to the indicated shape, height, and slope.
C. Construct washed stone filter blanket against upstream face of stone heck dam to the
thickness indicated on Drawings.
INLET PROTECTION
A. Install four posts around drainage structure and attach hardware cloth as indicated on
Drawings.
B. Place Class B erosion control stone at base of fabric and mound at approximately 2:1.
1FEIVEII'Iace washed stone filter blanket on upstream side(s).
JAN 16 2013
Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Authority
WKLWAJaiLrMC j! 10056.04.WL
NOV 0 1 2012

3.9 SITE STABILIZATION
A. Incorporate erosion control devices indicated on the Drawings into the Project at the
earliest practicable time.
B. Construct, stabilize, and activate erosion controls before site disturbance within tributary
areas of those controls.
C. Stockpile and waste pile heights shall not exceed 35 feet. Slope stockpile sides at 2:1 or
flatter.
D. Stabilize any disturbed area of affected erosion control devices on which activity has
ceased and which will remain exposed for more than 20 days.
1. During non -germinating periods, apply mulch at recommended rates.
2. Stabilize disturbed areas which are not at finished grade and which will be
disturbed within one year in accordance with Section 32 92 19 at 75 percent of
permanent application rate with no topsoil.
3. Stabilize disturbed areas which are either at finished grade or will not be
disturbed within one year in accordance with Section 32 92 19 permanent
seeding specifications.
E. Stabilize diversion channels, sediment traps, and stockpiles immediately.
3.10 FIELD QUALITY CONTROL
A. Section 0140 00 - Quality Requirements: Field inspecting, testing, adjusting, and
balancing.
B. Inspect erosion control devices on a weekly basis and after each runoff event. Make
necessary repairs to ensure erosion and sediment controls are in good working order.
3.11 CLEANING
A. Section 0170 00 - Execution and Closeout Requirements: Requirements for cleaning.
B. When sediment accumulation in sedimentation structures has reached a point one-half
depth of sediment structure or device, remove and dispose of sediment.
C. Do not damage structure or device during cleaning operations.
D. Do not permit sediment to erode into construction or site areas or natural waterways.
E. Clean channels when depth of sediment reaches approximately one-half channel depth.
Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Authority
WKD Project Number: 10056.04.WL
END OF SECTION
RECENED
JAN 16 2013
DCM-MHD CITY
EROSIQIJ7kO�Ob)rS- E D
DCMFiWILMIN GTON, NC
Nov 0 1 2012

THIS PAGE IS INTENTIONALLY LEFT BLANK

Rev 1.03
SECTION 02660
WATER DISTRIBUTION SYSTEM
PART1 GENERAL
1.01 DESCRIPTION:
A. This section gives the requirements for installation of water lines, including pipe,
valves, and service connections and sampling stations. Excavation, trenching, and
backfilling is covered in SECTION 02220: Excavation, Grading, Trenching and
Backfilling.
B. The foreman of the contracting crew must speak fluent English.
1.02 SUBMITTALS
A. Test Reports: Submit the results of the bacteriological tests to the CFPUA
Engineering Inspector.
B. Shop Drawings: Contractor shall furnish to CFPUA Engineering shop drawings
and material specification sheets of all material and items to be installed or
delivered as specified in Section 01340: Submittals.
PART2PRODUCTS
2.01 PIPE
2.01.1 GENERAL: Water main and service shall be constructed of PVC pipe except when
ductile von is required. Water service laterals shall be constructed of CTS PE tubing.
2.01.2 DUCTILE IRON PIPE shall conform to ANSI/AWWA C150/A21.50, ANSI/AWWA
C151/A21.51, Pressure Class 350, with asphalt coating and cement mortar lining unless
otherwise shown or specified.
A. Joints shall be push -on or mechanical joints conforming to ANSI/AWWA
C111/A21.11.
B. Fittings and specials shall be suitable for 150 pounds per square inch pressure
rating, unless otherwise specified. Fittings and specials for mechanical joint pipe
shall conform to C I53/A21.53.
C. Linings for pipe and fittings shall be standard thickness cement -mortar in
accordance with ANSI/AWWA C104/A21.4.
D. Outside Coating: The outside coating shall be a minimum of 1 mil bituminous
paint according to ANSI/AWWA Cl.U/A21_51 Section 51-8.1.
JAN 1 6 2013 RECEIVED
02660.1 DCM WILMINGTON, NC
DCM-Mxn rrry N 0 V 0 1 2012

Rev 1.03
2.01.3 POLYVINYL CHLROIDE (PVC) PIPE AND HIGH DENSITY POLYETHYLENE
(HDPE) PIPE:
HDPE mains: Pipe shall be 2-inch, SDR 9, 200 psi, and will be used for directional
drilling as directed by the Authority.
2-inch PVC mains: Pipe shall be ASTM D2241, IPS, Gasketed Pipe, SDR 21 and shall
bear the seal of NSF.
4-inch— 12-inch PVC mains: Pipe shall conform to requirements of AWWA C900 Class
150 (DR 18). Pipe shall bear the seal of NSF. Joints shall conform to ASTM D3139 or
ASTM D3212.
14-inch — 36-inch PVC mains: Pipe shall conform to requirements of AWWA C905
Class 235 (DR18). Pipe shall bear the seal of NSF. Joints shall conform to ASTM
D3139 or ASTM D3212.
2.01.4 FITTINGS AND SPECIALS: Fittings and specials shall be class 54 ductile iron,
mechanical joint in accordance with ANSI/AWWA C111/A21.11, ANSI/AWWA
C153/A21.53, 150 pounds per square inch pressure rating unless otherwise shown or
specified, except that profile of bell may have special dimensions as required by the pipe
manufacturer with elastomeric gaskets. Ductile iron fittings and specials shall be cement -
mortar lined (standard thickness) in accordance with ANSI/AWWA C104/A21.4.
Fittings shall be for bell and spigot pipe.
2.01.5 SERVICE LINE PIPING: Pipe shall be polyethylene (PE) tubing, SDR 9, 200 psi,
conforming to ASTM D2737/AWWA C901. No joint shall be installed between the
main service tap and the meter stop. In proven contaminated soil conditions, copper
(Type K) services may be required.
2.01.6 MECHANICAL JOINT RESTRAINT GLAND:
A. Mechanical joint restraint shall be incorporated in the design of the follower gland
and shall include a restraining mechanism which, when actuated, imparts multiple
wedging action against the pipe, increasing its resistance as the pressure increases.
Flexibility of the joint shall be maintained after burial.
B. Glands shall be manufactured of ductile iron conforming to ASTM A536-80.
Restraining devices shall be of ductile iron heat treated to a minimum hardness of
370 BHN. Dimensions of the gland shall be such that it can be used with the
standardized mechanical joint bell and tee -head bolts conforming to
ANSI/AWWA A21.11 and ANSI/AWWA C153/A21.53 of latest revision. Twist -
off nuts shall be used to insure proper actuating of the restraining devices. Any
nuts, bolts, and rodding required shall be stainless steel.
C. The Mechanical joint restraint device shall have a working pressure of at least 250
psi with a minimum safety factor of 2:1.
W.ENElkestraint glands shall be "Megalug" as manufactured by EBAA Iron, Inc., or
"Camlok" as manufactured by Smith -Blair, Inc. Rodding could be situation
JAN 16 2013 RECEIVED
02660.2 DCM WILMINGTON, NC
DC_V-lam CjTy NOV 0 1 2012

Rev 1.03
specific (with stainless steel rods and nuts).
2.01.7 PACKING MATERIALS AND JOINTS: No contaminated material or any material
capable of supporting prolific growth of micro-organisms shall be used for sealing joints.
The lubricant used in the installation of sealing gaskets shall be suitable for use in potable
water and shall conform to AWWA CIII/A21-11. It shall be delivered to the job in
enclosed containers and shall be kept clean. If proven contaminated soil conditions exist,
Nitrile or Neoprene Gaskets may be required by CFPUA Engineering Representative.
2.02 VALVES
2.02.1 VALVES: Iron body, bronze mounted, double disc, parallel seat type meeting the full
requirements of AWWA C500, or resilient seated in conformance with AWWA C509 or
C515, with a minimum working pressure of 150 pounds per square inch. Valves larger
than 16-inches shall be fully -ported gate valves. Valves shall have 2-inch operating nut
and open left, and shall have 0-ring seals. Valve ends shall be mechanical joint, unless
otherwise shown or specified. Valves shall be manufactured by Mueller, American
Darling or Clow Corporation or approved equal.
2.02.2 VALVE BOXES: Valve boxes shall be cast von screw adjustment type with flared
base. The word "WATER" shall be cast in the cover. The boxes shall be of such length
as will be adapted, without full extension, to the depth of cover required over the pipe at
the valve location. Boxes shall be installed over each gate valve, unless otherwise shown
or specified. Valve boxes shall conform to ASTM A48 "Grey Iron Castings" Class 30B
or approved equal.
2.02.3 VALVE BOX CONRETE COLLARS: Valve boxes in unpaved areas shall be installed
with either pre -cast or poured in place concrete collars.
2.03 FIRE HYDRANTS: Hydrant valves shall open left. Hydrants shall be iron body, fully
bronze mounted, dry barrel type with breakaway flange and stem coupling conforming to
AWWA C502, with valve opening not less than 4.5-inches in diameter. Hydrants shall
have a 6-inch mechanical joint connection on the inlet end. Outlets shall have American
National Standard fire hose coupling threads. Working parts shall be bronze. Hydrants
shall be Mueller, American Darling or approved equal.
2.04 WATER SAMPLING STATIONS: Sampling stations shall be installed on all 2-inch or
larger services and mains or as directed by the Authority. The sampling station shall be
installed immediately upstream of the reverse backflow preventer or as directed by the
Authority. The sampling station shall be the Eclipse No. 88 model, by the Kupferle
Foundary Company, or approved equal, and will be installed per Authority
Specifications. A ground collar shall be placed around the sampling station and
embedded to a minimum depth of 6-inches and the annular space between the ring and
sampling station shall be filled with washed stone, #57 or equivalent.
RECEIVED
JAN 16 2013
023
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.03
2.05 SERVICE LINE ITEMS
2.05.1 SERVICE TAPS —1 INCH AND 1 '/2 INCH
A. Service Saddles: Saddles for PVC main shall be wide band brass body service
saddles, McDonald 3800 series, Mueller H 13000 series, or approved equal.
Saddles for ductile iron pipe shall be Rockwell Model 313 or approved equal.
Size of tap shall match that of the service line (1-inch minimum tap).
B. Corporation Stop: Connection stop shall have compression nut and gasket service
line connections. Size of corporation stop shall match that of service line.
Corporation stop shall be McDonald Model 4701-22, Mueller Model P-15008, or
approved equal. Stainless steel insert stiffeners, 1-inch diameter, McDonald Part
Number 6133T or approved equal shall be used on all compression fittings.
C. Threads: shall be corporation cock threads.
2.05.2 SERVICE TAPS — 2-INCH
A. Service Saddles: Saddles for PVC mains shall be wide band, 2 pieces, brass body
(McDonald Series 3800) or bronze body (Mueller Series H-13000). No three
piece service saddles are permitted.
B. Tapping Valve: The tapping valve shall be a 2-inch, Resilient Wedge Gate Valve,
Mueller A-2360 or approved equal.
C. Valve Boxes: A valve box as specified in Section 2.02.2 shall be installed with
the 2-inch tapping valve.
2.05.3 SINGLE SERVICE LINE
A. Compression Adapter Fittings: Service stops shall have compression adapter
fitting for connection to 1-inch diameter (minimum) PE water service line and
shall be McDonald Model 4753-22 or approved equal. Stainless steel insert
stiffeners, I -inch diameter, McDonald Part Number 6133T or approved equal
shall be used on all compression fittings.
B. Service Angle Stops: Service stop shall have threaded fitting for connection to
compression adapter and shall be McDonald Model 4604, or approved equal.
C. Pipe Locator Wire: Pipe locator wire shall be installed on all single service lines
as per Section 3.05.
2.05.4 DUAL SERVICE LINE
A. U-Branch Fitting: Dual service connections shall be split using a U-branch fitting
RECEIVED with compression fittings for connection to 1-inch or 1 '/2-inch diameter PE
service line. Branch shall be McDonald 08U2M with 71/2" spread, Mueller
JAN 1 6 2013 Model H-15365, or approved equal with 3/4-inch threaded connection for service
R
02660.4
DCIvldvi.9D CITY
ECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.03
stop. Stainless steel insert stiffeners, 1-inch diameter, McDonald Part Number
6133T or approved equal shall be used on all compression fittings.
B. Service Angle Stops: Service stop shall have threaded fitting for connection to U-
branch and shall be McDonald Model 4604, or approved equal.
C. Pipe Locator Wire: Pipe locator wire shall be installed on all single service lines
as per Section 3.05.
2.05.5 LARGE METER SETS AND STRAINERS
A. 1-% inch and 2-inch meters shall be set in a McDonald Meter Setter, Series 775,
sized per meter service size, or approved equal.
B. 3-inch and larger water meters shall have a separately mounted strainer basket
assembly for trapping and removal of large particles, and a lockable bypass per
Standard Detail.
2.05.6 WATER METER BOXES: Boxes shall be cast iron or plastic with cover complete
with lifting lug and a metal read lid. Cast iron boxes conforming to ASTM A48, Class
30B, meeting H2O Loading Standards, shall be used in traffic areas. Single meter box
shall be Model D1200-DICIR as manufactured by DFW/HPI or approved equal. Dual
service line boxes shall be jumbo heavy duty boxes with solid lid and shall be Model
D1500-DICIR as manufactured by DFW/HPI or approved equal.
2.05.7 WATER METER VAULTS: Water meter vaults shall be constructed of pre -cast
concrete and sized to provide sufficient access for maintenance and protection of the
meter and enclosed valves. The base of the vault shall be placed on 6" thick layer of #57
stone. The top of the meter vault shall be set 6-inches above grade.
The meter vault lid shall be able to be fully opened for access to the vault, lockable with
stainless steel slam lock with a removable key, rain -tight aluminum, hatch of size and
dimension as shown on drawings. At a minimum, the lid must be sized to allow
unrestricted maintenance access for meter retrieval and reset. Hatches shall be
manufactured by Halliday Products, Inc., or approved equal. Valves and meters within
the vault shall be adequately supported to counteract their weight and all imposed
dynamic loads. All water main piping within a minimum of 5' of vault shall be ductile
iron.
If remote read is being used, the remote read head shall be mounted flush to the
aluminum top and adjacent to the hinge so that the meter can be read with Authority
equipment without opening the vault. Electronic wiring between the meter and the door
mounted electronic remote read head shall have proper slack, be in a protective sheath,
secured, and installed adjacent to the hinge to minimize entanglement and interference
with door opening and maintenance access.
RECENED
JAN 16 2013
02660.5
D04-ki"D Crry

Rev 1.03
2.05.8 SERVICE INTENDED FOR FIRE PROTECTION: The CFPUA provides potable
water service which may be interrupted for repairs, system expansion, or other general
requirements. The CFPUA does not guarantee adequate fire flow for protection of life or
property. There shall be no domestic use taps allowed on a dedicated fire line. Some
facility owners choose to utilize this interruptible potable water supply from the CFPUA
system for fire protection. If facility owners choose to utilize the potable water system
for fire protection flow, the service for fire protection shall be configured in one of two
methods:
2.05.8.1 METHOD 1: TWO TAPS
Two taps shall be installed, one for potable water and one for fire flow. The potable
water tap shall be installed and metered in accordance with Section 2.05 SERVICE LINE
ITEMS. All meters installed on lines greater than 2-inch diameter must have a strainer
and be installed in an appropriately sized, approved meter vault that provides sufficient
access for reading, maintenance, and protection in accordance with Section 2.05.7 Water
Meter Vaults.
The fire flow tap shall not be metered and the fire flow system shall be fully segregated
from the potable system throughout the facility. A privately owned, privately maintained
reduce pressure (RP) zone backflow prevention device shall be installed in the line
immediately after entering a structure in accordance with the North Carolina State
Building Code and the CFPUA Cross Connection Control Ordinance.
2.05.8.2 METHOD H: ONE TAP
A single tap shall be installed with an Invensys FM-721 Compact Fire line Meter
Assembly, or equal compatible with the Authority's electronic meter reading system.
The meter will measure all high volume water flows and normal flows as low as 3 GPM
with accuracy of+/-1.5% of actual throughput and 95% at low flow.
The meter shall be installed in an appropriately sized, approved meter vault that provides
sufficient access for reading, maintenance, and protection in accordance with Section
2.05.7 Water Meter Vaults.
A bypass line for fire flow with an approved post indicator valve (P.I.V.) shall be
installed in the line to bypass the meter. An approved post indicator valve (P.I.V.) shall
be installed in the bypass line. The P.I.V. shall be above -ground type with a locking
handle and a prominent open/closed indicator window. The P.I.V. shall be protected by
bollards if installed in, or immediately adjacent to, a paved area at the sole discretion of
the CFPUA. A privately owned, privately maintained reduce pressure (RP) zone
backflow prevention device shall be installed in the line immediately after entering a
structure in accordance with the North Carolina State Building Code and/or the CFPUA
Cross Connection Control Ordinance.
PART 3 EXECUTION
3.01 RMERAL: Install pipe in strict conformance with AWWA C600. Minimum depth of
bury above the top of pipe shall be 36 inches unless ductile iron pipe is used. Install
JANpjagti�p1�pe in conformance with ASTM D2774 and recommended practices of the UNI-
02660.6
DCM-MAD CITY

Rev 1.03
BELL Plastic Pipe Association (www.uni-bell.org)
3.02 CUTTING OF PIPE: Cut pipe in a neat and workmanlike manner without damage to
the pipe or its lining.
3.03 ADJACENT FACILITIES: Refer to Section 02731: Gravity Sanitary Sewer for
adjacent facility locations.
3.04 JOINT DEFLECTION: Maximum joint deflection shall meet requirements of AWWA
C600 or AWWA Manual of Practice M23.
3.05 PIPE LOCATOR WIRE: A 10 gauge insulated copper wire shall be run continuously
along the pipe and shall be securely taped to the water line and all service laterals. All
splices in the wire shall be made by use of an underground rated, watertight, and
approved splice connector. No twisting of wire ends is permitted. The locator wire shall
not be wrapped around the pipe, flanges, bells, valves, or other appurtenances. The
locator wire shall be accessible above ground at one thousand feet (1,000') intervals and
shall be protected by a cast iron box with cover marked "water" with a concrete collar.
At valve boxes, the wire shall be brought up on the outside of the box and folded under
lid.
3.06 JOINTING OF PIPE
3.06.1 KEEPING PIPE CLEAN AND DRY: Precautions shall be taken to protect pipe
interiors, fittings and valves against contamination. Pipe delivered for
construction shall be strung so as to minimize entrance of foreign material.
When pipe laying is not in progress, for example, at the close of the day's work,
all openings in the pipeline shall be closed by water -tight plugs. Joints of all
pipe in the trench shall be completed before work is stopped. If water
accumulates in the trench, the plugs shall remain in place until the trench is dry.
It is recommended that only the amount of pipe to be installed that day be
strung out.
NOTE:
Delay in placement of delivered pipe invites contamination. The more closely
the rate of delivery is correlated to the rate of pipe laying, the less this delay. If
the dirt will not be removed by the flushing operation in the opinion of the
Engineer, the interior of the pipe shall be cleaned and swabbed as necessary,
with a five (5%) percent hypochlorite disinfecting solution.
3.06.2 DUCTILE -IRON PIPE shall be installed in accordance with AWWA C600, modified as
necessary by the recommendations of the manufacturer.
3.06.3 PVC PIPE shall be installed in accordance with AWWA Manual of Practice M23,
modified as necessary by the recommendations of the manufacturer.
3.06.4 CONNECTIONS between different types of piRlcffhdccessories shall be made with
transition fittings approved by the Owner's Representative.
JAN 16 2013
RECEIVED
DCM N111 nnwGTON, NC
DCM-MNDCrry
NOV 0 1 2012

Rev 1.03
3.06.5 SERVICE LATERALS: Service laterals shall consist of a tapping saddle, corporation
stop and a length of PE pipe with no joint installed between the main service tap and the
service stop. Service laterals shall be installed perpendicular to the water main.
Contractor shall install all material per the detail allowing for meter installation at a later
date by CFPUA personnel. Tracing wire shall be installed as per Section 3.05.
3.07 SETTING OF VALVES, VALVE BOXES AND FIRE HYDRANTS
3.07.1 GENERAL: Install where shown or directed and set plumb on a brick foundation.
Valve boxes shall be centered on the valves. Boxes shall be installed over each outside
gate valve. Where feasible, valves shall be located outside the area of roads and streets.
Earth fill shall be carefully tamped around each valve box to a distance of 4 feet on all
sides of the box, or to the undisturbed trench face if less than 4 feet.
3.07.2 VALVES after delivery shall be drained to prevent freezing and shall have the interiors
cleaned of all foreign matter before installation. Valves shall be fully opened and fully
closed to insure that all parts are in working condition.
3.08 RESTRAINING AND BLOCKING
The plugs, caps, tees and bends deflecting 11 1/4 degrees or more either vertically or
horizontally on water lines 6 inches in diameter or larger shall be provided with thrust
blocking or "Megalug" or Camlok retainer gland at each joint, installed per
manufacturer's requirements. Blocking shall be placed between solid ground and the
fitting to be anchored. Unless otherwise indicated or directed, the base and thrust bearing
sides of the thrust blocks shall be poured directly against undisturbed earth. The sides of
thrust blocks not subject to thrust may be poured against forms. The area of bearing shall
be as shown on the plans or as directed. Blocking shall be placed so that the fitting joints
will be accessible for repair. Steel rods and clamps shall be stainless steel.
3.09 FIRE HYDRANTS: Locate and install as shown on the drawings. Each hydrant shall
be connected to the main with a 6-inch branch line. Hydrants shall be set plumb with the
pumper nozzle facing the roadway and with the center of the lowest outlet not less than18
inches above the finished surrounding grade and the operating nut not more than 48
inches above the finished surrounding grade. The hydrant shall be set in a bed of crushed
rock which shall surround the barrel at least 12 inches in all directions. Hydrants shall be
restrained with stainless steel tie rods extending from the main line tee to the hydrant, or
by combination of tie rods and blocking or by "Megalug" retainer glands at each joint per
manufacturer's requirements. Hydrant valves shall be located at the main as close to the
tee or tap as possible.
3.10 HYDROSTATIC TESTING
3.10.1 GENERAL: Where any section of a water line is provided with concrete thrust
blocking, the hydrostatic test shall not be made until at least 5 days after installation of
the concrete thrust blocking unless otherwise approved. The method proposed for
REC4}Wal of wastewater from hydrostatic tests and disinfection shall be submitted to the
Owner's representative prior to performing hydrostatic tests. Use clean potable water for
BAN jai Ving of lines.
bo 62660.8 RECEIVED
DCM MAD CITY DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.03
3.10.2 PRESSURE TEST: Pressure test in strict conformance with AW WA C600, Section 4.1.
For purposes of testing, working pressure shall be 100 psi and test pressure shall be 150
psi. Air testing will not be accepted (Only Hydrostatic Testing is allowed).
3.10.3 LEAKAGE TEST: Test for leakage concurrent with the pressure test and in strict
conformance with AWWA C600, Section 4.2, Table 6 Allowable Leakage per 1000 ft
(305 m) of Pipeline. Remedy all visible leaks and locate and repair leakage in lines which
exceed the specified amounts.
3.11 DISINFECTION
3.11.1 DISINFECTING WATER MAINS
Each unit of constructed water main shall be disinfected with chlorine upon successful
completion of the hydrostatic test. The disinfection procedure shall be performed in strict
conformance with the CFPUA Procedures for Disinfecting Water Mains, as outlined
below.
The Contractor shall pay particular attention to the scheduling requirements outlined in
the procedures. The Contractor shall be responsible for furnishing and installing all
required chlorine injection and monitoring ports at no additional cost to the CFPUA.
The mains will in no case be accepted by the CFPUA for public use until the CFPUA
Engineer approves the mains as having been properly disinfected.
3.11.2 PROCEDURES FOR DISINFECTING WATER MAINS
A. GENERAL INTENT
It is the intent of these procedures to present essential steps for disinfecting new
and repaired water mains. All steps must be initiated and complied with in order
for permission to be given for these water lines to be opened for use by CFPUA
water customers. Pressure testing must be completed and approved before
chlorination procedures are started. CFPUA Engineering staff must have written
confirmation of satisfactory completion of the pressure test before scheduling the
chlorination.
B. BASIC PROCEDURES
The basic procedure comprises:
1. Preventing contaminated materials from entering the water mains during
construction or repair and removing by flushing materials that may have
entered the water main.
2. Disinfecting any residual combirmt may remain.
3. Determining the bacteri ical quality by laboratory test after
disinfection. It
16 2013 RECEIVED
0266 DCM Wtt.WNGTON, NC
DCMMADCrry Nov 0 1 2012

Rev 1.03
C. STANDARD OF REFERENCE
All procedures herein shall comply with the AWWA Standard C651-92 for
Disinfection of Water Mains or the latest revision.
D. CHLORINATION PLANNING
The planning process prior to chlorination involves checking the design plan for
the correct installations and layout needed for chlorination, routing, the chlorine
solution and numbering blowoff sample points, calculating the required amount of
chlorine, and determining the required amount of time to properly chlorinate the
system. Planning is necessary to ensure that newly installed pipes are chlorinated
properly and safely.
Before calling Engineering office for a time to be set up for sterilization, all of the
following must be installed or supplied by the Contractor at no cost to the
CFPUA. Also, this list should be checked and/or assembled before Engineering
personnel arrive.
1. The line or lines to be sterilized should be connected to the CFPUA water
system (train). A valve should be installed in the line to be sterilized near
the CFPUA water main connection.
2. A blowoff of an approved material, or brass faucet should be installed at
the dead end of the line and every 1,200 feet to be sterilized for flushing
purposes and bacteria sampling. The opening to this blowoff should point
downward, and there should be at least twenty-four inches clearance
between the opening and the ground for proper sampling.
3. Copper or PVC blowoffs should be at all closed valves.
4. Mains connecting other mains with open valves within the system to be
sterilized may cause "short circuits" resulting in improper sterilization.
Valves on these connecting mains should be checked to see if they should
be closed to eliminate this problem. Copper blowoffs should be at both
sides of valves closed to prevent "short circuits".
5. Pressure test the line before attempting sterilization procedures.
6. A clean container is necessary to dissolve the "HTH".
A clean, wooden paddle should be present for mixing and dissolving the
"HTH".
8. A pump for pumping the chlorine solution into the line should be present.
This pump should be gasoline or electrically powered chemical feed pump
designed for feeding chlorine solutions. For small applications, the
RECEIVED solutions may be fed with a hand pump; for example, a hydraulic test
pump. Feed lines shall be of such material and strength as to withstand
BAN 16 2013
DCMMHDCrfy
RECEIVED
DCM WILMINGTON, NC
Nov o 1 2012

Rev 1.03
E.
safely the maximum pressures that may be created by the pumps. All
connections shall be checked for tightness before the "HTH" solution is
applied to the main.
9. All temporary blowoffs and injection points shall be properly abandoned
and physically disconnected prior to the line being placed into service.
PRELIMINARY FLUSHING
Flushing is the process of flowing water through a pipe to remove foreign
particles which could cause contamination or blockage within the water system.
All mains should be flushed prior to chlorination. The minimum amount of water
required to flush a main is 1 %2 times the capacity of the main (capacity and time
may be calculated using the chart below). A minimum velocity of 2.5 feet per
second, but preferably 3.5 feet per second, should be maintained within the pipe
to ensure that it is properly scoured. No site for flushing should be chosen unless
it has been determined that drainage is adequate for this site.
Diameter of Line (Inches)
# Gal/Ft
16
10.50
12
5.87
8
2.62
6
1.47
2
0.16
Multiply the # gal/ft for the size line by the length of line in feet. This will
give you the number of gallons the pipe will hold.
NOTE:
Flushing is no substitute for preventative measures taken before and during pipe
laying. Certain contaminants, especially in caked deposits, resist flushing at any
velocity. Furthermore, with diameters of 16 inches, even the minimum
recommended flushing velocity of 2.5 feet/second is sometimes difficult to
achieve.
Temporary blowoffs are a means of releasing water from a main for flushing.
They are normally placed at "dead ends" and at each side of closed valves. A
blowoff usually consists of a corporation stop, a length of pipe, and a curb stop at
ground level; however, a blowoff on a large water main may consist of a gate
valve and a length of pipe. Blowoffs are to be installed by the contractor
installing the new water main. All permanent blowoffs shall be installed in
accordance with standard details and specifications.
RECEIVED
JAN 16 2013
026 .11
DCM-Mlm ary
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.03
3.11.3 PROCEDURE AFTER CUTTING INTO OR REPAIRING EXISTING MAINS
The procedures outlined in this section apply primarily when mains are wholly or
partially dewatered. Leaks or breaks that are repaired with clamping devices while the
mains remain full of water under pressure present little danger of contamination and
require no disinfection.
A. Trench "Treatment'. When an old line is opened, either by accident or by design,
the excavation will likely be wet and badly contaminated from nearby sewers.
Liberal quantities of hypochlorite applied to open trench areas will lessen the
danger from such pollution. Tablets have the advantage in such a situation
because they dissolve slowly and continue to release hypochlorite as water is
pumped from the excavation.
B. Main Disinfection
Swabbing, Flushing and Sampling. The following procedure is considered
as a minimum that may be used.
a. Swabbing with hypochlorite solution. The interior of all pipe and
fittings used in making repair (particularly couplings and tapping
sleeves) shall be swabbed with a five (5) percent hypochlorite
solution (300 mg/l concentration) before they are installed.
b. Flushing. Thorough flushing is the most practical means of
removing contamination introduced during repairs. If valving and
hydrant locations permit, flushing from both directions is
recommended. Flushing shall be started as soon as the repairs are
completed and continued until discolored water is eliminated.
C. Sampling. Bacteriological samples shall be taken after repairs to
provide a record by which the effectiveness of the procedures can
be determined. If the direction of flow is known, sample locations
shall be determined. If the direction of flow is unknown, samples
shall be taken on each side of the main break.
3.11.4 SPECIFICATIONS FOR DISINFECTION OF WATER DISTRIBUTION MAINS
/del �li;l �f 7Tr1
1. Scope
This standard presents essential procedures for disinfecting new and
repaired water mains. All new water mains shall be disinfected before they
are placed in service. All water mains taken out of service for inspection,
RECEIVED repair, or other activities shall be disinfected before they are returned to
service.
JAN 16 2013
02660.12 RECEIVED
DCMMHDCITY DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.03
2.
3.
References
This standard references the following documents. The latest current
edition of each forms a part of this standard where and to the extent
specified herein. In case of any conflict, the requirements of this standard
shall prevail.
ANSI/AWWA C651 - 92
ANSI/AWWA B300
AWWA Manual - M3
AWWA Manual - M20
AWWA Manual - M12
Examination
APHA, AWWA, WEF
Water and Wastewater
Records of Compliance
Disinfecting Water Mains
Standard for Hypochlorites
Safety Practices for Water Utilities
Water Chlorination Principles and Practices
Simplified Procedures for Water
Standard Methods for the Examination of
The records of compliance shall be the following:
Coliform Bacteria: Zero coliforms per 100 ml sample
Chlorine Residual: Chlorine residual equivalent to the source water
concentration
B. FORMS OF CHLORINE TO BE USED
The forms of chlorine that are to be used for the purpose of disinfection operation
or water main repairs are sodium hypochlorite solution or calcium hypochlorite
granules.
1. Sodium Hypochlorite
Sodium hypochlorite conforming to ANSI/AWWA B300 is available in
liquid form. Sodium hypochlorite contains approximately 5 to 15 percent
available chlorine and care must be taken to control conditions and length
of storage to minimize its deterioration.
2. Calcium Hypochlorite
Calcium hypochlorite conforming to ANSI/AWWA B300 is available in
granular form and contains 65 percent available chlorine by weight. This
material must be stored in a cool, dry, and dark environment to minimize
deterioration.
RECEIVED
02660.1 JAN 16 2913
DC94--VHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2912

Rev 1.03
C. BASIC DISINFECTION
The basic disinfection procedure consists of:
I. Preventing contaminating materials from entering the water main during
storage, construction, or repair.
2. Removing by flushing or other means, those materials that may have
entered the water main.
3. Chlorinating any residual contamination that may remain, and flushing the
chlorinated water from the main.
4. Protecting the existing distribution system from backflow due to
hydrostatic pressure test and disinfection procedures.
5. Determining the bacteriological and other related quality by laboratory
testing after disinfection.
6. Final connection of the approved new water main to the active distribution
system.
D. PREVENTIVE AND CORRECTIVE MEASURES DURING CONSTRUCTION
Heavy particulates generally contain bacteria and prevent even very high chlorine
concentrations from contacting and killing such organisms. It is, therefore,
essential that the procedures of this section be observed to assure that a water
main and its appurtenances are thoroughly clean for the final disinfection by
chlorination. Also, any connection of a new water main to the active distribution
system prior to receipt of satisfactory samples may constitute a cross -connection.
Therefore, the new main must be isolated until all bacteriological and other tests
are satisfactorily completed.
1. Keeping Pipe Clean and Dry
Precautions shall be taken to protect the interiors of pipes, fittings, and
valves against contamination. Pipe delivered for construction shall be
strung so as to minimize the entrance of foreign material. All openings in
the pipeline shall be closed with watertight plugs when work is stopped at
the end of the day or for other reasons.
2. Joints
Joints of all pipes in the trench shall be completed before work is stopped.
If water accumulates in the trench, the plugs shall remain in place until the
trench is dry.
3. Packing Material
All packing material shall consist of molded or tubular rubber rings, or
other approved material. Lead or asbestos material in any form shall not
be permitted.
AECMVED
JAN 16 2913
02660.14
Dchf. mDCITY

Rev 1.03
4. Sealing Materials
No contaminated material or any material capable of supporting prolific
growth of microorganisms shall be used for sealing or lubricating joints.
Sealing and lubricating material or gaskets shall be handled in a manner
that avoids contamination. The lubricant used in the installation of sealing
gaskets shall be suitable for use in potable water. It shall be delivered to
the job in closed containers and shall be kept clean. Soil conditions could
warrant the upgrade of gasket material to a volatile resistant material.
5. Cleaning of Pipe and Appurtenances
If dirt enters the pipe, it shall be removed and the interior pipe surface
cleaned. If, in the opinion of the CFPUA representative, the dirt remaining
in the pipe will not be removed by the flushing operation, then the interior
shall be cleaned by mechanical means such as a hydraulically propelled
foam pig or other suitable device. The cleaning method used shall not
force mud or debris into the interior pipe joint spaces and shall be
acceptable to the CFPUA.
6. Flooding by Storm or Accident during Construction
If the main is flooded during construction, it shall be cleared of the
floodwater by draining and flushing with potable water until the main is
clean. The section of pipeline shall be flushed until water from the pipe
runs clear.
E. METHOD OF CHLORINATION
The contractor shall use the continuous feed method for disinfection of all new water
mains. This method must give a minimum of 10 mg/L of chlorine residual at the end of
the 24-hr period.
1. Continuous -Feed Method
The continuous -feed method is the process in which a concentrated solution of
chlorine is injected into the water main. Caution shall be observed during the
handling and injection of the chlorine solution as chlorine in any form is very
toxic and any error could be harmful to the employees and to the public.
2. Preliminary Flushing
Prior to any disinfection procedures being performed, all hydrostatic tests shall
have been completed and accepted by the CFPUA representative. Before chlorine
solutions are injected, the main shall be filled with potable water to eliminate air
pockets and shall be flushed to remove particulates. The flushing velocity in the
main shall not be less than 2.5 ft/sec (preferably 3.5 ft/ ) uCFPUA
representative determines that conditions do not permit require ow or that
JAN 16 2013 .1
02660.15
DCA UFMCITY

Rev 1.03
the flow will cause undue problems when discharged to waste. An acceptable
flushing velocity shall then be determined and used.
3. Procedure for Chlorinating the Main
a. Water supplied from the existing distribution system or other approved
public water supply shall be made to flow at a constant, measured rate into
the newly installed water main. In the absence of a meter, the rate may be
approximated as best can be determined.
b. At a point not more than 10 ft downstream from the beginning of the new
main, water entering the new main shall receive a dose of chlorine fed at a
constant rate such that the water will have not less than 50 mg/L and not
greater than 100 mg/L free chlorine residual. To ensure that this
concentration is provided, measure the chlorine concentration at regular
intervals of distance and time in accordance with the procedures described
in the current edition of Standard Methods for the Examination of Water
and Wastewater or AWWA Manual M12, or by using appropriate chlorine
test kits (see appendix B).
C. During the application of the chlorine, valves shall be adjusted by or under
the supervision of the CFPUA representative to prevent the chlorine
solution from flowing back into the existing water system. The chlorine
injection shall not cease until the entire water main is filled with a chlorine
concentration of not less than 50 mg/L. All appurtenances and valves shall
be operated to ensure that the chlorine solution has contact with them. The
chlorinated water shall be allowed to remain for a period of not less than
24-hours.
d. At the end of the 24-hour period, the chlorine residual shall be measured
and shall not be less than 10 mg/L in any samples collected along the
water main and at the end of said water main.
RECEIVED
JAN 16 2013
02660.16
DCM-MAD CrrY

Rev 1.03
F. FINAL FLUSHING
Clearing the Main of Highly Chlorinated Water
Highly chlorinated water should not remain in prolonged contact with pipe. At the
end of the 24-hour contact period, the water should be removed in order to
prevent damage to the pipe lining or corrosion damage to the pipe itself. The
highly chlorinated water shall be flushed from the main until chlorine
measurements show that the concentration in the water leaving the main is no
higher than that generally prevailing in the distribution system.
2. Disposing of Highly Chlorinated Water
A neutralizing chemical shall be applied to the chlorinated water to be discharged
to neutralize thoroughly the chlorine residual remaining in the water (see
appendix B). Where necessary, federal, state, and local regulatory agencies should
be contacted to determine special provisions for the disposal of the neutralized
water.
G. BACTERIOLOGICAL AND OTHER TESTS
1. Standard Conditions
After final flushing and before the new main is opened to the distribution system,
two consecutive sets of acceptable samples, taken at least 24-hours apart, shall be
collected from the new main. Samples shall be collected from every 1200-ft of
new water main, from the end of the water line, and from each branch. All
samples shall be tested in accordance with Standard Methods for the Examination
of Water and Wastewater. All samples shall show the absence of coliform
organisms, and a free chlorine residual equal to the level present in the existing
system and shall have no visible color or particulate matter.
2. Special Conditions
If in the opinion of the CFPUA, excess contamination has been allowed to enter
the water main during construction or other events, bacteriological samples shall
be taken at intervals of approximately 400 to 500 It and shall be identified by
location. Samples shall be taken of water that has stood in the new main for at
least 16 hours after final flushing has been completed.
3. Sampling Procedures
A copper or PVC assembly or a combination blowoff and sampling tap may be
used for mains up to 8-inches diameter. Fire hydrants may not be used for
sampling purposes. After samples have been collected, analyzed, and accepted,
the sampling assemblies may be removed and retained for future use. All
bacteriological analysis must be completed by a N.C. iflekF"ng Water
laboratory. The utility contractor shall be responsible ford costs associated with
02660.17
JAN 16 2013
DCM-MHD CITY

Rev 1.03
H.
I.
J.
I
the sampling and analysis of all samples required for acceptance. All Lab Reports
shall be delivered to the CFPUA Respresentative.
REPEAT DISINFECTION OF WATER MAIN
If the initial disinfection fails to produce satisfactory results, the new main shall be
reflushed and shall be resampled. If check samples also fail to produce acceptable results,
the new main shall be rechlorinated by the continuous -feed method of chlorination until
satisfactory results are obtained.
NOTE: High velocities in the existing system, resulting from flushing the new main,
may disturb sediment that has accumulated in the existing mains. When check samples
are taken, it is advisable to also sample water entering the new main.
CONNECTION TO EXISTING SYSTEM
The final acceptance and opening of valves to the existing water system will only be
allowed after satisfactory samples and chlorine levels have been produced. All sampling
devices and blowoffs must be removed from the water main by the contractor prior to
acceptance by the CFPUA. CFPUA Operations Department must authorize valve
operation.
WHEN CUTTING OR REPAIRING EXISTING MAINS
The following procedures apply primarily when mains are wholly or partially dewatered.
After the appropriate repair procedures have been completed, the existing main may be
returned to service prior to completion of the bacteriological testing to minimize the time
customers are out of water. Leaks or breaks that are repaired with clamping devices while
the mains remain full of pressurized water present little danger of contamination and
require no disinfection.
1. Swabbing with Hypochlorite Solution
The interior of all pipe and fittings (particularly couplings and sleeves) used in
making the repair shall be swabbed with a 5 percent hypochlorite solution (300
mg/I concentration before they are installed.
2. Flushing
Thorough flushing is the most practical means of removing contamination
introduced during repairs. If valve and hydrant locations permit, flushing toward
the work location from both directions independently is recommended. Flushing
shall be started as soon as the repairs are completed and shall be continued until
discolored water and particulate matter are eliminated.
3. Slug Chlorination
RE p
When practical, in addition to the procedures above, the section of main in which
JAN 16 2013the break is located shall be isolated, all service connections shut off, and the
02660.18 RECEIVED
DCM-mmar' DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.03
K.
L.
section flushed and chlorinated with a high concentration of chlorine (as much as
300 mg/L), and the concentration allowed to stay in contact with the main for a
minimum of 15 minutes. After chlorination, flushing shall be resumed and
continued until discolored water is eliminated and the water is free of noticeable
high chlorine odor. A chlorine residual of no greater than 3.0 mg/L shall be
acceptable.
4. Sampling
Bacteriological samples shall be taken in accordance with Paragraph G.3 after
repairs are completed to provide a record for determining the procedure's
effectiveness. If the direction of flow is unknown, then samples shall be taken on
each side of the main break. If bacteriological samples are unacceptable, the
CFPUA representative will determine corrective action. Daily sampling shall be
continued until two successive daily samples are acceptable.
CHLORINE RESIDUAL TESTING
Several manufacturers produce high -range and low -range chlorine test kits that are
inexpensive, easy to use, and satisfactory for the precision required. The test kits should
use methodology conforming with Standard Methods for the Examination of Water and
Wastewater or AW WA Manual M 12. Examples of such manufacturers include:
• Hach Company
• LaMotte
• Fisher Scientific
• Hellige
DISPOSAL OF HIGHLY CHLORINATED WATER
Chlorine residual of water being disposed will be neutralized by treating with one of the
chemicals listed below:
• Ascorbic Acid
• Sulfur Dioxide
• Sodium Bisulfate
• Sodium Sulfite
• Sodium Thiosuifate
RECEIVED
BAN 16 2013
029
CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

THIS PAGE IS INTENTIONALLY LEFT BLANK
RECEIVED
JAN 16 2013
DCM MILD CITY

Rev 1.04
SECTION 02731
GRAVITY SANITARY SEWER SYSTEM
PART1 GENERAL
1.01 DESCRIPTION
A. This section gives the requirements for installation of gravity sewer pipe, service
laterals and manholes. Service laterals shall be installed where shown on the
approved drawings or as directed by CFPUA Engineering staff. Excavation,
trenching and back filling is `covered in Section 02220: "Excavating, Grading,
Trenching, and Backfilling".
B. The foreman of the contracting crew must speak fluent English.
1.02 SUBMITTALS
1.03
A. As-builts: Shall be submitted in accordance with Section 01720.
B. Shop Drawings: Contractor shall furnish to CFPUA Engineering shop drawings
and material specification sheets of all material and items to be installed or
delivered as specified in Section 01340: Submittals.
A. ASTM D1784 - Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated
Poly (Vinyl Chloride) (CPVC) Compounds.
B. ASTM D1785 - Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and
120.
C. ASTM D2241 - Poly (Vinyl Chloride) (PVC) Pressure -rated pipe (SDRSERIES).
D. ASTM D2152 - Test Method for Degree of Fusion of Extruded Poly (Vinyl
Chloride) (PVC) Pipe and Molded Fittings by Acetone Immersion.
E. ASTM D2321 - Underground Installation of Flexible Thermoplastic Sewer Pipe.
F. ASTM D2412 - External Loading Properties of Plastic Pipe by Parallel -Plate
Loading.
G. ASTM D2444 - Impact Resistance of Thermoplastic Pipe and Fittings by Means
of a Tup (Falling Weight)
RECEIVED
.1
JAN 16 2013
DCM-MHD CTTY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.04
H. ASTM D3034 - Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings.
I. ASTM D-3212 - Elastomeric push -on joints for plastic pipe.
J. AWWA C600 - Installation of Ductile - Iron water mains and appurtenances.
K. AWWA C900 - PVC Pressure Pipe 4 inch through 12 inch.
L. AWWA C905 - PVC Pressure Pipe 14 inch through 36 inch.
M. ASTM D2672 - Bell -End Poly (Vinyl Chloride) (PVC) Pipe.
N. ASTM F477 - Elastomeric Seals (Gaskets) for Joining Plastic Pipe.
O. ASTM F478 - Precast Concrete Manhole Risers and Tops.
P. ASTM C497 - Concrete Pipe, Manhole Sections, or Tile
Q. ASTM F679 - Poly (Vinyl Chloride) (PVC) Large -Diameter Plastic Gravity
Sewer Pipe and Fittings
R. ASTM A746 - Ductile Iron Gravity Sewer Pipe
S. ASTM F794 - Poly (Vinyl Chloride) (PVC) Ribbed Gravity Sewer Pipe and
Fittings Based on Controlled Inside Diameter.
2.01 POLYVINYL CHLORIDE (PVC) PIPE
A. Sewer mains with depth of earth cover greater than 3 feet.
1. For pipe sizes 4" and 6" pipe shall be SCH 40 conforming to the
requirements of ASTM D1785 with solvent weld joints conforming to
ASTM D2672.
2. For pipe sizes 8" through 12", pipe shall be Class 150, DR18 conforming
to the requirements of AWWA C900 with elastomeric push -on joints
conforming to ASTM D3212 or ASTM D3139.
3. For pipe sizes 14" through 24", pipe shall be Class 235, DR18 conforming
to the requirements of AWWA C905 with elastomeric push -on joints
conforming to ASTM D3212 or ASTM D3139.
z RECEIVED
02731.2
e`
JAN 16 2013
DCM-MHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.04
4. For pipe sizes larger than 24" pipe shall be closed profile conforming to
the requirements of ASTM F794 with a minimum pipe stiffness of 46 PSI
and with elastomeric push -on joints conforming to ASTM D 3212 or
ASTM D3139.
B. Couplings shall be mechanical joint ductile iron.
C. Pipe and fittings used for sewer service laterals shall be 4" or 6" schedule 40
conforming to ASTM D1785 with solvent welded joints.
D. Fasteners shall be 316 stainless steel or better where exposed to sewer or sewer
gases.
2.02 DUCTILE IRON PIPE
Ductile Iron Pipe: Conforming to ASTM A746, ANSUAWWA CI51/A21.51, Class 350,
lined with Protecto 401 ceramic epoxy, "Sewpercoat" or approved equal unless otherwise
shown or specified.
A. Joints shall be rubber gasket push -on, conforming to ANSUAWWA
Cl 11/A21.11, or mechanical joint conforming to ANSUAWWA C110/A21.10, as
modified by ANSUAWWA C151/A21.51.
B. Fittings and specials shall be suitable for 150 pounds per square inch pressure
rating, unless otherwise specified. Fittings and specials for mechanical joint pipe
shall conform to ANSUAWWA C110/A21.10. Fittings and specials for use with
push -on joint pipe shall conform to ANSUAWWA Clll/A21.11 lined with
protecto 401 ceramic epoxy, "Sewpercoat" or approved equal unless otherwise
shown or specified.
2.03 PIPE COUPLINGS
Couplings between dissimilar pipe materials (PVC to ductile iron) shall be mechanical
joint ductile iron only or adapter conforming to ASTM 3139 lined with Protecto 401
ceramic epoxy, "Sewpercoat" or approved equal unless otherwise shown or specified.
For pipes 8" and larger, manholes are also acceptable. Fcmco couplings are NOT
permitted.
2.04 MANHOLES
A. Manholes shall be precast concrete only conforming to ASTM C478.
Joint surfaces between bases, risers and cones shall be manufactured to the
joint surface design and tolerance requirements of ASTM C76.
02
r1DCN-MHD
AN 16 2013
CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.04
2. Flexible joint sealants shall be butyl rubber based conforming to Federal
Specification SS-S-210A, AASHTO M-198, Type B - Butyl Rubber and
as follows: maximum of 1% volatile matter and suitable for application
temperatures between 10 and 100 degrees F.
3. Joints between precast components shall be sealed between the tongue and
the groove and additionally around the internal and external perimeter as
follows:
a. Tongue and groove seals shall consist of a plastic or paper -backed
butyl rubber rope no less than 14 feet long and having a cross -
sectional area no less than the annular space times the height of the
joint.
b. Internal seals shall consist of Type S mortar grout.
C. External seals shall consist of Type S mortar grout or plastic or
paper -backed butyl rubber rope no less than 14 feet long and
having a cross -sectional area no less than the annular space times
the height of the joint.
4. Pipe to manhole connectors shall conform to ASTM C923. The location
of the pipe connectors shall vary from the location shown on the project
plans no more than %2 inch vertically and 5 degrees horizontally. Provide
for control of the pipe OD to within the tolerances of the connector on
flexible pipes larger than 12 inches.
5. Concrete shall conform to ASTM C478 and as follows:
a. Compressive strength: 4000 psi minimum at 28 days.
b. Air Content: 4 percent minimum.
C. Cementitious Materials: Minimum of 564 pounds per c.y.
d. Coarse Aggregates: ASTM C33.
e. Fine Aggregates: ASTM C33. Free from organic impurities.
f. Chemical Admixtures: ASTM C494. Calcium Chloride or
admixtures containing calcium shall not be used.
g. Air Entraining Admixtures: ASTM C260.
6. Mortar: ASTM C270, Type S.
Grout: Grout for sealing openings and joints in manholes shall be Type S
mortar. No Preco or Hydraulic Cement shall be permitted.
8. Brick: Brick shall be used to bring manhole rings to grade or filler for
forming manhole inverts only and shall conform to ASTM C62 Grade SW
or ASTM C32 Grade MS.
,i RECEIVED 02731.4
t JAN 16 2013
DCM-MAD CITY

Rev 1.04
9. Manholes 4' deep or less shall have an eccentric cone or a flat top.
10. Manholes over 4 feet deep shall have an eccentric cone.
11. Manholes shall have a minimum inside diameter of 4 feet for sewer mains
18 inches diameter and smaller manholes shall be 5 feet inside diameter
for sewer mains larger than 18 inches. Larger inside diameters may be
required for larger pipe sizes, more than two pipes, or when entrance/exit
angle requires.
12. Drop manholes shall be inside drop with a minimum inside diameter of 5
feet.
13. 5 foot diameter manholes shall have a 8 inch extended base. For 4 foot
diameter manholes shall have a 6 inch extended base. All extended bases
shall have a minimum thickness of 6-inches.
14. Manhole steps shall be provided in bases, risers, cones, transition cones
and transition top sections aligned vertically on 16" centers. Steps shall be
secured to the wall with a compression fit in tapered holes or cast in place.
Steps shall not be vibrated or driven into freshly cast concrete or grouted
in place. The steps shall be Copolymer Polypropylene Plastic reinforced
with a''/s" diameter grade 60 bar and have serrated tread and tall end lugs.
Step pullout strength shall be tested according to ASTM C497.
15. Sewer Guard Manhole Inserts: Each manhole shall be equipped with an
insert of high density copolymer meeting the requirements of ASTM 124
with gas and vacuum relief valves matching manhole covers and rings.
The insert shall be similar or equal to Sewer Guards manufactured by
Southwestern Packing and Seals. Manholes located in traffic areas shall
have stainless steel sewer guards by Southwestern Packing and Seals or
approved equal. This is also required for grease interceptor hatches.
16. Manhole interiors that are required to be lined shall be coated with Zebron
386, Duramar 1030 as manufactured by Sewerkote, or equal as approved
by CFPUA Engineering staff. Coal tar epoxy linings and Raven Lining
Systems are not acceptable if field applied.
17. All in place penetrations into manholes must be by core boring methods
including main line and service drops. Properly sized elastomeric boots
shall be set in penetrations. The boot and the pipe must be fully mortared
on the inside and the outside of the manhole.
18. Inside drop for sewer mains and services shall conform to the detail with
all material to be 316 stainless steel or better, excluding piping. Drop pipe
02731.5 RECEIVED
JAN 16 2013

Rev 1.04
shall be anchored to the manhole as shown on the detail with intermediate
supports on 30-inch spacing as required.
19. Vents shall be constructed of aluminum or type 316 steel or better and
shall extend a minimum of 2 foot above 100-year flood and equipped
with a non -corrosive bug screen. The maximum spacing is 1,000 feet
separation between vented manholes.
B. Grey Iron Castings:
Manhole Castings: All iron casting for manhole frames and covers, inlet
frame and traps and other sewer appurtenances, unless other specified,
shall conform to ASTM A48 "Grey Iron Castings: Class 3513" and shall
be marked "Sanitary Sewers". Standard and watertight frames shall have a
24 inch clear opening. Standard covers shall have up to four 1" diameter
vent holes. All covers shall have lifting bars in lieu of pickholes.
Watertight covers are required on all manholes where the rim elevation is
less than 1 foot above the 100-year flood. All manhole castings shall be
American made or machined to insure proper fit. Any manhole shall be
rejected if, in the sole opinion of the CFPUA Engineering staff, the frame
and cover or installation is unacceptable.
A. Standard frames and vented cover, manufacturer and style to be
approved by a submittal to the CFPUA Engineering staff. The
following are approved for use on CFPUA systems:
1. U.S. Foundry 725 ring and DP cover
2. East Jordan Iron Works 7 %" Frame (in traffic areas)
Product #202711, 4" Frame Product #202611 - Cover
Product #202746
3. U.S. Foundry 710 ring and DP cover (in traffic areas)
4. Capitol Foundry of Virginia, Item NM-3000 ring & cover.
5. General Foundries, Inc., Item GFI-7126, frame & cover (in
traffic areas).
6. General Foundries, Inc., Item GFI-4126, frame & cover.
B. Watertight frames and non -vented cover, manufacturer and style to
be approved by submittal by the CFPUA Engineering staff. The
following are approved for use on CFPUA systems:
RECEIVED 02731.6
JAN 16 2013
DCM-MHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.04
U.S. Foundry 725 ring and DP -SSG cover
2. East Jordan Iron Works 7 %z" Frame and Cover Assembly
(in traffic areas) Product #202701, 4" Frame Product
#202611 -Cover Product 4202722
3. U.S. Foundry 710 ring and DP -SSG cover (in traffic areas)
4. Capital Foundry of Virginia, Item MH-3000-WT ring &
cover.
2. Cleanouts: A nominal 6" diameter by 12" cast-iron box and cover shall be
furnished and installed flush with the final grade as per standard detail.
"C.O." shall be stamped on lid. The box shall conform to the standard
detail.
3. Adjusting Rings:
A. Concrete adjusting rings shall be pre -cast and conform to ASTM
C478.
PART 3 EXECUTION
3.01 PIPE INSTALLATION
A. Install PVC pipe in strict accordance with ASTM D2321. Install manholes as
indicated on the plans. Install Ductile Iron Pipe in accordance with AWWA C600.
Excavation and backfill shall be accomplished as specified under Section 02220 -
"Excavating, Grading, Trenching & Backfilling".
B. Pipe shall be kept clean at all times, and no pipe shall be used in the work that
does not conform to the appropriate ASTM Specifications. The laying of pipe in
finished trenches shall commence at the lowest point, with the spigot ends
pointing in the direction of the flow. All pipe shall be laid with the ends abutting
accurately to the lines and grades as shown on the plans, or as directed by the
Owner. They shall be carefully centered so that when laid they will form a sewer
with uniform invert.
Preparatory to making pipe joints, all surfaces of the portion of the pipe to be
jointed or of the factory made jointing material shall be clean and dry.
Lubricants, primer, adhesives, etc., shall be used as recommended by the pipe or
joint manufacturer's specifications. The jointing material or factory fabricated
joints shall then be placed, fitted, and adjusted in such workmanlike manner as to
obtain the degrees of water tightness required. Trenches shall be kept dry during
bedding, laying and jointing and for as long a i
RECEIVED
as required. As soon as
02731.7
JAN 16 2013
HCM-MHDCnY

Rev 1.04
possible after the joint is made, sufficient backfill material shall be placed along
each side of the pipe to offset conditions that might tend to move the pipe off line
and grade.
Where more than one pipe line is laid in the same trench and the invert elevations
are not identical, and where no concrete cradle or encasement is provided for the
support of the higher pipe line, its foundation shall be considered to be yielding.
When bridging is required to support a portion of the pipeline over such yielding
trench bottom, the pipe line itself shall not be considered to provide bridging
strength, and supplementary materials for this purpose shall be provided.
C. No superficial loads shall be placed on the exposed surface of the trench, unless
the backfill is of non -cohesive material, is vibrated or is tamped in layers not
exceeding 6-inches in depth, until the Owner is satisfied that sufficient settlement
has occurred to alleviate undue live or impact loads. Any defects due to
settlement shall be corrected by the Contractor. Bell holes shall be dug
sufficiently large to insure the making of proper joints. Water shall not be
allowed to rise in the excavation until the joint material has received its set. Great
care shall be used to secure water tightness, and to prevent damage to or
disturbing of the joints during the backfilling process, or at any other time.
Special precautions shall be exercised to prevent any pipe from resting on rock or
any other hard projection which might cause breakage of pipe. During
construction, the mouth of the completed pipe shall always be kept properly
closed with a suitable plug to prevent the entrance therein of any water, earth,
stones or other debris. The Contractor shall also take any and all measures to
keep the pipe clean and free from deposits and protect the pipe from damage.
D. Cleaning Pipe: The pipes shall be thoroughly cleaned before they are laid and
shall be kept clean until acceptance of the completed work. The upper end of all
pipe lines shall be provided with a header carefully fitted, so as to keep dirt and
other substances from entering. This header shall be kept in the end of the pipe
line at all times when laying is not in actual progress.
E. Shoring, Sheeting and Well -Pointing: The Contractor shall include in his price
bid for pipe the placing of all necessary shoring, sheeting and well -pointing,
gravel bedding, and any other dewatering devices to prevent damage to other
installations and where required by the Owner.
F. Service Connecting: Sewer laterals shall be connected to the main by means of a
wye fitting installed in the top quadrant of the pipe but shall not be installed
straight up. Where it is necessary to lay new house services or relay or tie in
existing house services, the Contractor shall use the materials and type joints as
set forth on the plans, as given in the specifications, or as directed by the
Engineer. These services shall be sized as designated on the plans or as shown on
RECEIVED 02731.8
JAN 16 2013
DCM-MHD C1TY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.04
details. The service connection shall be located such that a minimum clearance of
25 feet is provided between potable water wells and sanitary sewer lines.
Service piping shall be perpendicular with the main unless otherwise approved by
the Engineer. Where new mains are being laid, the house service shall be
connected to the main by means of a wye set in the main with the branch turned
up in such manner that a good square connection will be made with the grade of
the house service. Service pipe shall connect to the main at manholes when noted
on the drawings or when requested by the Engineer by core boring the manhole
and field installation of the proper size elastomeric boot mortared inside and
outside of the manhole. Service lines that enter manholes shall enter on the shelf
or at a minimum of crown to crown for the receiving pipe. Service lines shall be
terminated at property line or edge of easement as shown on Standard Detail.
All house connections shall be laid to a point from the property line as shown in
details. Contractor shall provide a clean -out and stub solvent weld cap as shown
in details. During installation, any services or utilities damaged by the Contractor
shall be properly maintained and repaired by the Contractor at his expense.
All house laterals installed under paved streets shall be installed by the compacted
bore method. Where conditions prohibit the use of the compacted bore method,
alternate methods may be used as approved by the Engineer.
G. Clean -outs: Clean -outs shall be located as per standard detail, and at a minimum
of 12 feet from all property corners. A 6 inch diameter cast-iron box and cover
shall be provided over clean -out plug. The cast iron box shall be marked by a
landscape timber 2 feet in the ground and 2 feet exposed above ground.
H. Pavement Replacements: Where it is necessary for the Contractor to cut, drop, or
otherwise remove pavement to install sewer lines, the Contractor shall replace all
pavement in accordance with the Section 02513: "Asphalt Concrete Paving" of
these specifications.
Salvage: All salvage materials of whatever nature shall be disposed of at the
direction of the Engineer. Particularly care must be exercised in handling
salvaged materials by the contractor.
3.02 MANHOLE INSTALLATION
A. General: Manholes shall be constructed of pre -cast concrete rings in accordance
with the Drawings. The pre -cast concrete base shall be placed on a six inch
(minimum) stone bedding foundation which shall extend up around the pipes to at
least 3 inches above the top line of the pipes. The stone bedding shall be
considered as incidental to the unit price bid for the installed manhole. Pipes
entering the pre -cast sections of the manhole shall be inserted into the adaptor
RECEIVED
02731.9
6 2013
DCM-MHD CTry

Rev 1.04
couplings provided. All pre -cast manhole components shall be lifted and moved
by use of suitable lifting slings and plugs that will not damage the pre -cast
manhole lip.
All damage to pre -cast sections shall be thoroughly repaired in the presence of the
Engineer. Repair and patching of minor breaks shall be done by chipping and
scarifying the defective area before application of grout. Pre -cast sections shall
be subject to rejection on account of failure to conform to any of the specification
requirements. In addition, individual sections of manhole sections may be
rejected because of fractures or cracks passing through the wall, except for a
single end crack that does not exceed the depth of the joint; defects that indicate
imperfect proportioning, mixing, and molding; surface defects indicating honey-
combed or open texture; damaged or cracked end, where such damage would
prevent making a satisfactory joint; and/or any continuous crack having a surface
which width of 0.01 inches or more and extending for a length of 12 inches or
more, regardless of position in the section wall.
B. The Contractor is responsible for getting the manhole tops to proper grade.
Profiles on the plans are for cost estimates only. The top of the pre -cast manhole
may be brought to proper grade for receiving manhole frames by using brick with
a maximum adjustment of 12 inches from pre -cast cone to the cast iron ring.
Masonry construction shall be preformed by experienced and qualified workmen.
All work shall be laid plumb, straight, level, square, and true. The Contractor
shall set and bond the manhole frame in a full bed of mortar. All manhole steps
and miscellaneous items shall be properly bedded. The masonry walls shall be
parged on the inside and outside with a %-inch coat of Type S mortar.
Wedging or the placing of the shims to secure proper level will not be used in
setting of manhole sections. Manholes located in unpaved roads shall be
constructed with top of lid located 8 inches below road surface and a concrete
reference marker shall be placed at the adjacent right of way line.
C. Invert Channels: The invert channels shall be 3/4 the depth of the largest pipe and
shall be smooth and semicircular in shape conforming to the inside of the adjacent
sewer section. Changes in direction of flow shall be made with a smooth curve of
as large a radius as the size of the manhole will permit. Changes in size and grade
of channels shall be made gradually and evenly. The invert channels shall be
formed directly in the concrete of the manhole base or shall be built up with solid
brick and Type S mortar.
All upstream pipes (including services) shall have sloped invert channel slides
that provide smooth transitions to the downstream invert channel. Invert channel
slides shall be the diameter of the entering pipe and be formed as a channel that is
at least 3/4 pipe deep. Upstream pipes that enter at the shelf shall have their
RECEIVED 02731.10
JAN 16 2013
DC-M-V—TID CITY

Rev 1.04
invert channel slides smoothly cast into the shelf with a sloping transition to the
downstream pipe invert.
The floor of the manhole outside the channels, or slides, shall be smooth and shall
slope toward the channels not less than 1 inch per foot nor more than 2 inches per
foot. No laser bowl invert manholes shall be permitted.
D. Grade Rings: Manhole castings shall be installed to grade using 24 inch inside
diameter pre -cast concrete grade rings, or brick grouted in place, for a maximum
adjustment of 12 inches. Manhole sections shall be used for greater adjustment,
unless approved otherwise. Flat top manholes shall not be adjusted by more than
one course of brick.
E. Drop Manholes: Inside drop only with minimum 5' diameter. Where sewer lines
enter on a grade 30 inches or more above the invert of the discharge line, a drop
manhole shall be constructed as directed by the Engineer. The drop or drops,
shall be constructed in accordance with the Standard Detail, as shown on the
plans, of 316 stainless steel or better excluding pipe with intermediate supports on
30-inch spacing as required.
3.03 CUTTING OF PIPE
Cut pipe in a neat manner without damage to the pipe or any fittings or specials.
3.04 ADJACENT FACILITIES
A. Water Mains
Horizontal and Vertical Separation
A. Minimum horizontal separation between gravity sanitary sewer
lines and existing or proposed water mains (measured edge of pipe
to edge of pipe) shall be 10 feet for PVC pipe. Any deviation from
the minimum separation shall involve the water main in a separate
trench or on an undisturbed earth shelf located on one side of the
sewer at an elevation so the bottom of the water main is at least 18
inches above the top of sewer.
B. If it is impossible to obtain proper horizontal and vertical
separation as described above or anytime sewer must be laid above
a water main, both the water main and sewer main must be
constructed of class 350 ductile iron pipe and prepared for pressure
testing to 150 psi to assure water -tightness before backfilling.
2. Crossings
RECEWED
731.11
JAB' ' 62013
RECEIVED
TTCMMHDCITY DCM WILMINGTON, NC
NOV 0 12012

Rev 1.04
A. Sewers crossing water mains shall be laid to provide a minimum
vertical separation of 18 inches between the bottom of the water
main pipe and the top of the sewer pipe. The crossing shall be
arranged perpendicularly so that the sewer joints will be
equidistant and at least 10 feet from the crossing in each direction.
B. When it is impossible to obtain proper horizontal and vertical
separation as stipulated above, one of the following methods must
be specified:
i. The sewer shall be designed and constructed of class 350
ductile iron pipe and prepared for pressure testing to 150
psi to assure water -tightness prior to backfilling, or
ii. Either the water main or the sewer line may be encased in a
watertight carrier pipe which extends 10 feet on both sides
of the crossing, measured perpendicular to the water main.
The carrier pipe shall be of materials approved by the
CFPUA Engineering staff for use in water main
construction. All joints of pipe inside carrier pipe shall be
class 350 ductile iron with mega -lug mechanical joints
throughout.
B. Wells
1. No manhole shall be placed within 100 feet of a well utilized for potable
water.
2. No sewer piping shall be placed within 25 feet of a well utilized for
potable water.
3. Minimum specifications for sewer piping placed between 25 feet and 50
feet of a well utilized for potable water shall meet or exceed the
requirements Class 350, ductile iron with push on joints conforming to
ANSI A21.50/A21.51 lined with Protecto 401 ceramic epoxy or approved
equal.
C. Storm Drains: Provide 24 inches of soil between sewer lines and storm drains.
When a 24 inch minimum separation cannot be achieved, use ductile iron pipe
and/or structural bridging to provide the required support. The ductile iron pipe
shall extend a minimum distance of 10 feet centered at the storm drain. Where
sanitary sewer is installed under existing storm drain structures or pipe, flowable
fill as approved by CFPUA Engineering staff and N.C. Department of
Transportation (where applicable), must be used where proper compaction cannot
be obtained.
D. Roads and Ditches: Provide 36 inch minimum cover for PVC beneath the roads
and ditches. When a roadside ditch is perpendicular to the sewer service, a
RECEIVED 02731.12
JAN 16 2013
RECEIVED
DCM WILMINGTON, NC
DCM-MHD Clry N O V 0 1 2012

Rev 1.04
minimum cover of 24 inch will be allowed. Otherwise construct the sewer of
ductile iron pipe or encase the pipe in concrete.
3.05 MINIMUM GRADE (Unless otherwise directed or shown on the plans)
A. 4 INCH PIPE: One foot per 100 feet (1.0 percent).
B. 6 INCH PIPE: 0.6 feet per 100 feet (0.6 percent).
C. 8 INCH PIPE: 0.4 feet per 100 feet (0.4 percent).
D. 10 INCH PIPE: 0.28 feet per 100 feet (0.28 percent).
E. 12 INCH PIPE: 0.22 feet per 100 feet (0.22 percent)
Materials and installation of pipe bedding haunching and backfill shall be in accordance
with Section 02220, "Excavating, Grading, Trenching and Backfilling".
3.07 SERVICE CONNECTIONS
A. Service Connection: Install at locations shown on the drawings, or as designated
by the Owner's representative. Service connections shall consist of wye branch,
fittings, cleanout, cast iron box and cover, and pipe, as detailed on the drawings.
Set cleanout box on 4 inches of stone.
B. A SAMPLING CHAMBER IS REQUIRED ON ALL COMMERCIAL
DEVELOPMENTS. When a CFPUA approved grease interceptor is required, the
sampling chamber can be removed from the design.
3.08 FIELD QUALITY CONTROL
Field inspection, sampling and testing will be performed per Owner's instructions.
3.09 SALVAGE
All salvage materials of whatever nature shall be disposed of at the direction of the
Engineer. Particularly care must be exercised in handling salvaged materials by the
Contractor.
3.10 TESTING
A.General: The Contractor shall be responsible for providing all equipment necessary for
tests of displacement, deflection, and leakage Tests for deflection and leakage shall be
RECEIVED
02731.13
JAN 16 2013 RECEIVED
DCM WILMINGTON, NC
DCM mm CITY
NOV 0 1 2012

Rev 1.04
performed by the Contractor and observed by CFPUA Engineering Staff. Each segment
of line shall be tested:
30 days prior to final acceptance of the project, all segments of main and
all services shall be camemed in the presence of the Authority's
representative at no cost to the Authority. If acceptance is not required,
the camera work may still required by CFPUA Inspector.
2. After two (2) paper copies of the as-builts have been submitted to CFPUA.
3. After gravel has been installed on all roadways.
4. After forty-eight (48) hour notice is given to CFPUA Engineering staff.
The camera inspection must be performed upon completing of cleaning and
potable water introduced into the system to be tested. All defects in the pipeline
and appurtenances shall be remedied by the Contractor at no additional expense to
the CFPUA and will be reinspected as outlined above. Acceptance of any
deviation from these requirements is at the sole discretion of the Authority.
B. Test for Deflection: Deflection tests may be performed on all sections of flexible
pipe.
l . Maximum allowable deflection shall be 5 percent at any point.
2. Deflection shall be measured with a pin -type mandrel "Go/No Go" gauge.
The gauge shall be pulled through the pipe by means of a strong cord or
cable.
Any section of pipe not meeting the 5 percent maximum deflective
requirement shall be excavated, backfilled, re -compacted and retested.
C. Test for Leakage: All segments of completed line may be tested for leakage by
low pressure air test, except that the infiltration test may be used as approved by
the Owner's representative. The Authority may choose to camera the pipe.
Acceptance of any deviation from these requirements is at the sole discretion of
the CFPUA.
1. The Contractor shall remedy all visible leaks in pipes, manholes, and
appurtenances.
2. Maximum allowable leakage for the system shall be 0 gallons per inch
pipe diameter per linear mile of pipe per 24 hours, including manhole
infiltration. No single segment of line (manhole to manhole) shall exceed
this requirement.
RECEIVED 02731.14
JAN 16 Z013
DCkf-Y9D CITY

Rev 1.04
3. Air Testing: Air testing shall be required if, in the sole opinion of the
CFPUA, conditions are such that infiltration measurements may be
inconclusive. The test shall be conducted in the presence of the CFPUA
Engineer and shall conform to the following requirements:
a. Test pressure shall be 3.5 psi increased by the ground water
pressure above the top of the sewer.
b. Pressure loss from 3.5 psi shall not exceed 0.5 psi during the
required testing time.
C. Testing time in minutes shall be calculated as 0.625 x nominal pipe
size (inches).
D. Testing Manholes:
Each manhole may be tested immediately after assembly and prior to
backfilling.
2. All lift holes shall be plugged with an approved Type "S" grout.
3. All pipes entering the manhole shall be plugged, taking care to securely
brace the plug from being drawn into the manhole. Unless plugs are
mechanically restrained, it is recommended that the plugs are used with a
minimum of 2 times safety factor above the test pressure.
4. The test head shall be placed at the inside of the top of the cone section
and the seal inflated in accordance with the manufacturers'
recommendations.
5. A vacuum of 10 inches (5 psig) of mercury shall be drawn and the vacuum
pump shut off. With the valves closed, the time shall be measured for the
vacuum to drop to 9 inches. The manhole shall pass if the time is greater
than 60 seconds for 48 inch diameter, 75 seconds for 60 inch.
6. If the manhole fails the initial test, necessary repairs shall be made with a
non -shrink grout while the vacuum is still being drawn. You shall retest
until a satisfactory test is obtained.
7. After the gravity sewers and manholes have been installed and backfilled,
the manholes shall be inspected for leakage. No visible leaks will be
permitted.
E. Test Results: Certified copies of all test results shall be furnished to the Owner
and the CFPUA Engineering staff within 1 week after the test.
02731.15 RECEIVED
JAN 16 2013
DCM-MHD CITY

Rev 1.04
Y
PART 4 PAYMENT
4.01 PAYMENT
Payment for this section shall be made based on the actual measurement of work at the
unit price shown in the contract proposal form. C900/905 unit pipe prices to include all
cost associated with installation such as all fittings, adaptors, and specials installed
complete in place.
RECEIVED 02731.16
JAN 16 2013
DCM-'.VHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

w
Rev 1.04
SECTION 02732
WASTEWATER FORCE MAINS
PARTI. GENERAL
A. This section covers the installation of wastewater force mains, including pipe,
valves and service connections. Excavation, trenching and backfilling are
covered in Section 02220: "Excavating, Grading, Trenching, & Backfilling".
B. The foreman of the contracting crew must speak fluent English.
1.02 RELATED WORK
A. Section 02220: "Excavating, Grading, Trenching, & Backfilling"
B. Section 02733: "Wastewater Pumping Station'
C. Section 02731: "Gravity Sanitary Sewer System"
1.03 GENERAL
1.04
A. Piping for wastewater force mains: 2-inch force mains shall be SDR21 Casketed
PVC. Force mains larger than 2-inch shall be DR 18 PVC. Other piping material
only allowed as approved by CFPUA Engineering staff.
A. ASTM D2241 - Poly (Vinyl Chloride) (PVC) plastic pipe (SDR-PR).
B. ASTM D3139 - Joints for plastic pipe using elastomeric seals.
C. ASTM F477 - Elastomeric seals for jointing plastic pipe.
D. ASTM D1785 - Poly (Vinyl Chloride) (PVC) plastic pipe, schedules 40, 80 and
120.
E. ASTM D2467 - Socket - Type Poly (Vinyl Chloride) (PVC) plastic pipe fittings,
schedule 80.
PRODUCTS
2.01 Wastewater Force Mains
A. Pipe shall conform to requirements of Class 150 (DR18) C900 or class 235
(DR18) C905. Joints shall conform to ASTM D3139 and Gaskets to ASTM
F477.
B. Mechanical Joint: Suitable for 150 pounds per square inch minimum pressure
rating. Fittings and specials shall conform to ANSI/AW WA C153/A2L53.
C. Ductile iron pipe shall conform to ANSI/AWWA CI50/A21 AllMq[li�$WA
C151/A21.51, Class 350 shall be lined with ceramic epoxy lin Protecto 401 or
equal. JAN 1 6 2013
02732.1
"!", O-V1HD MY

Rev 1.04
2.02 GATE VALVES
A. Iron body, bronze mounted, double disc, parallel seat type meeting the full
requirements of AWWA C500, or resilient seated in conformance with AWWA
C509 or C515, with a minimum working pressure of 150 pounds per square inch.
Valves shall have 2 inch operating nut and open left, and shall have 0-ring seals.
Valve ends shall be mechanical joint, unless otherwise shown or specified.
Valves shall be manufactured by Mueller, American Darling or Clow Corporation
or approved equal. Direct bury of plug valves is not allowed.
2.03 VALVE BOXES AND COLLARS
A. Valve Boxes shall be cast iron screw -type adjustment type with flared base. The
word "SEWER" shall be cast in the cover. The boxes shall be of such length as
will be adapted, without full extension, to the depth of cover required over the
pipe at the valve location. Boxes shall be installed over each valve, unless
otherwise shown or specified. Valve boxes shall conform to ASTM A48" grey
iron castings, class 303.
B. Valve box concrete collars: Valve boxes in unpaved areas shall be installed with
pre -cast concrete collars.
2.04 PIPE MARKING TAPE
A. Tape shall be 3 inches wide, green in color, bearing continuous message
"CAUTION SEWER LINE BURIED BELOW." Tape shall be made of plastic or
other permanent material with metalized foil core and shall be installed 18" above
the installed line.
B. A 10 gauge insulated copper wire shall be run continuously along the pipe and
shall be securely taped to the water line. All splices in the wire shall be made by
use of an underground rated, watertight, and approved splice connector. No
twisting of wire ends is permitted. The locator wire shall not be wrapped around
the pipe, flanges, bells, valves, or other appurtenances. The locator wire shall be
accessible above ground at one thousand feet (1,000') intervals and shall be
protected by a cast iron box with cover marked "sewer" with a concrete collar. At
valve boxes, the wire shall be brought up on the outside of the box and folded
under lid.
2.05 SEWAGE AIR AND VACCUM VALVES
A. Air and Vacuum Valve: Combination air release and vacuum valves shall be the
long stem and body type designed to keep the valve operating mechanism as free
from contact with the sewage as possible. The valves shall allow unrestricted
venting or re-entry of air during filling or draining of the force main. Valve shall
incorporate two (2) stainless steel floats with stainless steel connecting float
RECEIde. All internals shall be removable through the top cover. Valves shall have
M" NPT threaded inlet and 1" NPT outlet, with I" blow off connection with 1"
JAN 16 2013 02732.2
DC'—J V ID CITY

Rev 1.04
blow off valve (gate valve), %" back flushing attachments with''/z" outlet. Valves
shall also have outlet and back flushing connections with quick disconnects and 5'
of hose. The valve shall satisfactorily withstand hydrostatic pressures of 300 psi.
Valves shall be manufactured for use in sanitary sewer. Valves shall be either
APCO Valve Series 440 SCAV, or A.R.I. USA Inc. series D-025 SAAR, or
approved equal. Valves shall be mounted on McDonald 3800 Series saddle for
10" force mains or smaller, and a full tee with blind flange for force mains larger
than 10", with 316G stainless steel or better valve and nipples.
B. Air release valves shall be installed where the distance between the low point and
high point in the force main exceeds 10 vertical feet.
C. Air and Vacuum Valve Manhole: Ring, cover and 5' diameter precast manhole
shall conform to the plans and with Section 02731 of these specifications.
2.06 MECHANICAL JOINT RESTRAINT GLAND
A. Mechanical joint restraint shall be incorporated in the design of the follower gland
and shall include a restraining mechanism which, when actuated, imparts multiple
wedging action against the pipe, increasing its resistance as the pressure increases.
Flexibility of the joint shall be maintained after burial.
B. Glands shall be manufactured of ductile iron conforming to ASTM A536-80.
Restraining devices shall be of ductile iron heat treated to a minimum hardness of
370 BHN. Dimensions of the gland shall be such that it can be used with the
standardized
mechanical joint bell and tee -head bolts conforming to ANSUAWWA A21.11 and
ANSUAWWA C153/A21.53 of latest revision. Twist -off nuts shall be used to
insure proper actuating of the restraining devices.
C. The Mechanical joint restraint device shall have a working pressure of at least 250
psi with a minimum safety factor of 2:1.
D. Restraint glands shall be "Mega lug" as manufactured by EBAA Iron, Inc.
2.07 FITTINGS & SPECIALS
Fittings and specials shall be class 54 ductile iron, mechanical joint in accordance with
ANSUAWWA C111/A21.11, ANSUAWWA C153/A21.53, 150 pounds per square inch
pressure rating unless otherwise shown or specified, except that profile of bell may have
special dimensions as required by the pipe manufacturer with elastomeric gaskets.
Ductile iron fittings and specials shall be lined with ceramic epoxy protecto 401 or equal.
RECEIVED
JAN 16 2013
02732.3
HCM-MHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.04
PART 3 EXECUTION
3.01 GENERAL
A. Install PVC and ductile iron pipe in strict conformance with AW WA C600
and the recommendations of AW WA Manual of Practice M23. Minimum depth
of bury above the top of pipe shall be 36 inches.
3.02 CUTTING OF PIPE
A. Cut pipe in a neat manner without damage to the pipe or its lining.
3.03 ADJACENT FACILITIES
A. Sewer Lines: Where the location of the sewer pipe is not clearly defined in
dimensions on the drawings, the sewer pipe shall not be laid closer horizontally
than 10 feet from a water line except where the bottom of the water pipe will be at
least 18 inches above the top of the sewer pipe. Where water lines are less than
18 inches above the sewer lines, or cross under sewer lines (must be approved on
a case by case basis), the sewer pipe and water pipe for a distance of at least 10
feet each side of the crossing shall be made of ductile iron pressure pipe with no
joint located within 8 feet horizontally of the crossing.
B. Force mains shall not be laid in the same trench with water lines, gas lines or
electric wiring.
C. Wells
No force main shall be placed within 25 feet of a well utilized for potable
water.
2. Minimum specifications for force mains placed between 25 feet and 50
feet of a well utilized for potable water shall meet or exceed the
requirements Class 50, ductile iron with push on joints conforming to
ANSI A21.50/A21.51 lined with Protecto 401 ceramic epoxy or approved
equal.
3.04 PIPE DEFLECTION
A. Maximum pipe deflection shall not exceed manufacturer's recommendations.
3.05 JOINTING
A. PVC Pipe: Install in accordance with AW WA Manual of Practice M23, modified
as necessary by the recommendations of the manufacturer.
RYCEIVB Connections between different types of pipe and accessories shall be made with
gransition fittings approved by the CFPUA Engineering staff.
JAN 16 2013
02732.4
DCM-MAD CITY
RECEIVED
DCM WILMINGTON, NC
Nov 0 1 2012

Rev 1.04
3.06 SETTING OF VALVES AND VALVE BOXES
A. Valves and Valve Boxes: Install where shown or directed and set plumb. Valve
boxes shall be centered on the valves. Boxes shall be installed over each outside
gate valve. Where feasible, valves shall be located outside the area of roads and
streets. Earth fill shall be carefully tamped around each valve box to a distance of
4 feet on all sides of the box, or to the undisturbed trench face if less than 4 feet.
Valve cover shall be cast with "SEWER" on top. A concrete collar must be
installed with all valve boxes in unpaved areas.
B. Valves after delivery shall be drained to prevent freezing and shall have the
interiors cleaned of all foreign matter before installation. Stuffing boxes shall be
tightened and the valve shall be fully opened and fully closed to insure that all
parts are in working condition.
R111IIIIIIIIItl*l 077lLl v) IL" 14 Quel
The plugs, caps, tees and bends deflecting 22-1/2 degrees or more either vertically or
horizontally on force mains 4-inches in diameter or larger shall be provided with thrust
blocking or "Mega lug" retainer gland at each joint installed per manufacturer's
requirements. Blocking shall be placed between solid ground and the fitting to be
anchored. Unless otherwise indicated or directed, the base and thrust bearing sides of the
thrust blocks shall be poured directly against undisturbed earth. The sides of thrust
blocks not subject to thrust may be poured against forms. The area of bearing shall be as
shown on the plans or as directed. Blocking shall be placed so that the fitting joints will
be accessible for repair. Steel rods and clamps shall be type 316 stainless steel or better.
3.08 POST -CONSTRUCTION CLEANING
A. After construction of the force main has been completed and before hydraulic
testing is done, the contractor shall clean the inside of the force main by means of
pigging or other approved methods. During the cleaning, the force main shall be
cleaned free of all foreign growths, slurries, debris or other matter, leaving the
inside periphery of the pipe smooth and as free from irregularities as the type of
conduit will permit. Any method used must have the ability to negotiate any
fabricated mitered bends, short radius elbows, pass -through tees, crosses, and
multidimensional pipe sizes and valves.
3.09 HYDROSTATIC TESTS
A. General: Where any section of a sewer line is provided with concrete thrust
blocking the hydrostatic test shall not be made until at least 5 days after
installation of the concrete thrust blocking unless otherwise approved. The
method proposed or disposal of wastewater from hydrostatic tests and disinfection
shall be submitted to the Owner prior to performing hydrostatic tests. Use clean
potable water for all testing of lines.
B. Pressure Test: Pressure test in strict cc
and AWWA Manual of Practice for
pressure shall be 100 psi and test press
accepted (ONLY Hydrostatic testing is
02732.5
nan{ ' u AWWA C600, Section 4.1
. For p ses of testing, working
uu�all bO. l 1 50 2 p3. Air testing will not be
013
1 RECEIVED
DM-MxDCITY DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.04
C. Leakage Test: Test for leakage concurrent with the pressure test and in strict
conformance with AWWA C600, Section 4.2 and AWWA Manual of Practice
M23. Remedy all visible leaks and locate and repair leakage in lines which
exceed the specified amounts.
3.10 FIELD QUALITY CONTROL
A. Field inspection, sampling and testing will be performed per Owner's instructions.
PART 4 PAYMENT
4.01 PAYMENT
Payment for this section shall be made based on the actual measurement of work at the
contract unit price.
RECENED
JAN 16 2013
DCM-MHD CITY
02732.6
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.02
SECTION 02733
WASTEWATER PUMP STATIONS
WITH SUBMERSIBLE PUMPS
PART1 GENERAL
1.01 WORK INCLUDED
A. This section gives the requirements for installation of a standard duplex
submersible pump stations including valves, pumps, controls, piping and circular
wetwell.
B. Pumps and pump mounting rails shall be by the same manufacturer so as to insure
suitability and assurance of experience in matching the equipment together and to
insure single source responsibility for the equipment.
C. Non-standard Designs shall meet any additional CFPUA Engineering
requirements not included in this section.
1.02 RELATED WORK
A. Section 02220 - "Excavating, Grading, Trenching and Backfilling"
B. Section 02732 - "Wastewater Force Mains"
C. Division 16 - All Sections
1.03 REFERENCES
A. ASTM D1785 - Poly (Vinyl Chloride) (PVC) Plastic Pipe.
B. ASTM D2467 - Socket - Type Poly (Vinyl Chloride) PVC plastic pipe fittings,
schedule 80.
C. ASTM C478 Precast Concrete Manhole Risers and Tops.
PART PRODUCTS
2.01 PIPING AND VALVES
A. Piping: Pump Station pipe and fittings shall be Class 350 ductile iron conforming
to ANSI/AWWA CI50/A21.50, all flanged inside station structures and
mechanical joint outside station structures, all as shown in the plans.
B. Plug Valves: All valves shall be of the non -lubricated eccentric type with
resilient faced plugs and shall be furnished with flanged joint connections.
Port areas for valves through 20" shall be minimum 80% of full pipe area and port
areas of 24" and larger valves shall be minimum 70% of full pipe area.
q RECEIVED
Valve pressure ratings shall be 175 PSI through 12" and 150 PSI through 72".
JAN 16 2013 RECEIVED
02733.1 DCM WILMINGTON, NC
IDCM•MAD CITY
Nov o 1 2012

Rev 1.02
Each valve shall be given a hydrostatic and seat test with test results being
certified by the specifications. Certified copies of proof -of -design test reports
shall be furnished as outlined in AWWA C504-80, Section 5.5.
All valves 8" and larger shall be equipped with gear actuators. All gearing shall
be enclosed in a semi -steel housing and be suitable for running in a lubricant with
seals provided on all shafts to prevent entry of dirt and water into the actuator.
The actuator shaft and the quadrant shall be supported on permanently lubricated
bronze bearings. Actuators shall clearly indicate valve position and an adjustable
stop shall be provided to set closing torque. All exposed nuts, bolts and washers
shall be type 316 stainless steel or better.
Valves and gear actuators for buried or submerged service shall have seals on all
shafts and gasket on the valve and actuator covers to prevent the entry of water.
Actuator mounting brackets for buried or submerged service shall be totally
enclosed and shall have gasket seals. All exposed nuts, bolts, springs and washers
shall be stainless steel. Valves 6" and smaller shall be quarter -turn. All vaulted
valves shall have flanged joint connections with 4" hand wheel and non -rising
stem.
Valve bodies shall be of cast iron (ASTM 126 Grade). Bodies in 3" and larger
valves shall be furnished with a welded overlay seat of not less than 90% pure
nickel in accordance with AWWA C507 Section 7.2. Seat area shall be raised,
with raised surface completely covered with weld to insure that the plug face
contacts only nickel. Valves utilizing resilient seats attached to the body shall not
be acceptable. As per AWWA C-504-80 Section 325.3 and AWWA C507-73
Section 7.2, sprayed or plated seats are not acceptable, nor shall screwed -in seats
be acceptable.
Plugs shall be cast iron (ASTM 126 Grade B). The plug shall be of one piece
construction and shall be capable of withstanding the full pressure rating of the
valve without the use of additional structural reinforcing ribs that extend beyond
the profile of the plug itself. Plugs shall be resilient faced with hypalon suitable
for use with chemical applications. Plugs with cast inlays shall not be acceptable.
Valves shall be sleeve type metal bearings conforming to AWWA C504-80,
Section 3.6 and AWWA C507.73, Section 8. Bearings shall be of sintered, oil
impregnated and permanently lubricated type 316 ASTM A743 Grade CF-8M or
AISI Type 317L stainless steel in''/2" - 24" sizes. Non-metallic bearings shall not
be acceptable.
Valve shaft seals shall be of the multiple V-ring type and shall be externally
adjustable, repackable without removing the bonnet or actuator from the valve,
and repackable under pressure. Shaft seals shall conform with AWWA C504-80,
Section 3.7 and AWWA C507-73, Section 10.2. Valves utilizing o-ring seals or
non-adjustable packing shall not be acceptable. All exposed nuts, bolts, springs,
RECEiI�Qshers, etc., shall be type 316 stainless steel or better for buried and above
ground valves.
JAN 16 2013
02733.2 RECEIVED
DCM-MxDcrry DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.02
DeZurik (figure 118) eccentric plug valves and actuators shall be the basis for
design or approved equal.
C. Check valves shall be suitable for mounting in the horizontal or vertical position,
Class 30 cast iron, bronze mounted, swing check valves designed for 175 psi
differential pressure. All materials in contact with liquid shall be resistant to
sanitary sewage. Provide with Class 125, ANSI B16.1 flanged connections.
Hinge shaft shall be 316 or better stainless steel. Valve shall be provided with a
weighted lever for water hammer prevention. Valves shall be manufactured by
Mueller or equal and furnished by the pump manufacturer.
2.02 SUBMERSIBLE PUMPS AND LIFT OUT SYSTEM
A. General: Pump stations shall be mounted and capable of pumping raw,
unscreened sewage without clogging. Pumping units shall be automatically and
positively connected to the discharge piping when lowered into place on a guide
rail system, requiring no bolts, nuts or fasteners to seal pump watertight to
discharge piping. Furnish combination support base and discharge elbow, guide
rail assembly, access cover, lift chains, heat sensors and seal failure probes. Heat
sensing units shall be embedded in the motor winding in order to trip the starter if
the motor overheats. Pumps shall be supplied by Myers or by a manufacturer that
has produced wastewater pumps for at least 5 years and manufacturers the pumps
in the U.S. and has a repair facility located within 250 miles of the Owner. The
Engineer shall select pumps, impellers and motor from a list of Cape Fear Public
Utility Authority approved pumps.
B. Pump Performance:
1. Supply submersible pumps with the operating parameters as specified in
the plans or within the contract documents at least meeting minimum
design condition with a whole size impeller to be approved by the owner,
1800 RPM maximum speed, being able to pass a minimum of a 3 inch
solid.
C. Pump Construction
Materials of Construction. Furnish unit components meeting or exceeding
the following material specifications.
(a) Pump Case Cast Iron - ASTM A48 Class 30A
Motor Housing Cast Iron - ASTM A48 Class 30A
Impeller Cast Iron - ASTM A48 Class 30A
Motor & Pump Shaft Stainless Steel - ANSI Series 300 or 400
Wear Ring Corrosion and Wear Resistant Materials
"O" Rings Buna-N or Nitrile Rubber or Neoprene
(b) Coat all cast-iron parts with corrosion resi t p�TUp
JAN 16 2013
02733.3
DCM-MAD CITY

Rev 1.02
2. Pump Design. Provide pumps capable of handling raw, unscreened
sewage. Pump and Motor shall be explosion -proof. Design pump to
allow for easy removal without requiring entering the wet well and
without requiring bolts, nuts or other fastenings to be disconnected.
Install pump unit to discharge connection with a simple downward motion
without rotating. Provide necessary sliding guide bracket and discharge
connection which when bolted to the floor of the sump and to the
discharge line will receive the pump discharge connecting flange without
need of adjustment, fasteners, clamp, or similar devices. No portion of the
pump shall bear directly on the floor of the wet well. Provide watertight
sealing between pump discharge and elbow.
3. Impeller. Provide non -clog type dynamically balanced impeller. Provide
wear ring as necessary to assure efficient sealing between volute and
impeller. Impeller diameter to be a whole size approved by the owner.
4. Discharge Connection and Guide Rails. Permanently install discharge
connection elbow in wet well along with discharge piping. The discharge
piping shall have a polyethylene spacer installed between the supporting
U-bolt clamps and the discharge piping. The polyethylene shall be 1/8
inch thick, UltraPoly or equivalent, and extend a minimum of 1 inch above
and below each U-bolt. Provide sliding guide bracket integral to pump
unit. The entire weight of the pumping unit shall be guided by guide
rail(s) and press tightly against the discharge connection elbow. The guide
rail(s) shall not support any portion of the weight of the pump.
Provide corrosion -resistant 316 or better stainless steel schedule 40 guide
rails and stainless steel lifting chains. Chains to be of sufficient strength
to lift pumps from sump and shall be of sufficient length to extend 4'
above access hatch with pumps in place. Furnish guiding rail assembly
and the discharge flange assembly of non -sparking components. Guide
rail base shall be anchored with diameter 3/4 inch x 4 inch 316 or better
stainless steel anchor bolts.
5. Shaft Seal. Seal shaft with double mechanical type seal running in an oil -
filled chamber. The lower seal between the pump and oil chamber shall
contain one stationary and one rotating tungsten -carbide ring. The upper
seal between the oil sump and motor housing shall contain one stationary
ceramic or tungsten -carbide ring and one rotating carbon ring. All metal
parts of seal to be type 316 stainless steel or better.
Provide seals requiring neither routine maintenance nor adjustment, but
capable of being easily inspected and replaced. Hold each interface in
contact by its own spring system.
RECEIVED
6. Motors. Provide motor of totally submersible design, as specified in the
JAN 16 2013 RECEIVED
02733.4 DCM WILMINGTON, NC
DCM-MAD CITY
Nov 0 1 2012

Rev 1.02
plan or within the contract document, constructed with epoxy or poly -seal
encapsulated windings, oil or air -filled, with Class F Insulation and rated
for continuous duty operation. Motor shall be 3 phase, 60 cycle, with a
1.15 service factor. Provide motor of adequate horsepower to operate
pump at any point on its curve without overload or operation in the SF.
Insure motor is capable of running dry for extended periods without
damage to motor or seal. Each motor shall be equipped with sufficient
length of type SEOW power cable to reach the control panel without
splices. Control cable where required shall also be type SEOW when
available, capable to withstand pull of 300 pounds to meet UL
requirements. Cable shall be double sealed and sized for the motor
horsepower.
D. Lift Out System: Each pump shall be installed and removed conveniently from
its support - discharge elbow by manually lifting pump with 316 stainless steel or
better chain lift, along 316 stainless steel or better standard weight pipe guide
system, supported at the top by an upper guide bracket and at the bottom by the
support elbow. The weight of the pump shall compress a gasket or bear against
an accurately machined fitting to seal the mating surfaces against leakage when
seated. Pump manufacturer shall provide all type 316 or better stainless steel
external fasteners and adjusting bolts, stainless steel anchor bolts, stainless steel
guide rail(s), rail support bracket, lift chain sized for the required load. Lift out
system shall be of latest design and pump manufacturer.
2.03 WET WELL
A. Wet well shall be precast concrete manhole conforming to ASTM C478 with tops
and base sections as shown on the drawings. Joints between sections shall be
tongue and groove with elastomeric gaskets. Provide aluminum ladder as shown
on drawings. Connections for jointing pipe to the manhole shall conform to
ASTM C923. All fasteners, wedge anchors, bolts, hooks, etc. shall be type 316
stainless steel or better, no mild steel will be allowed in wet well or valve vault. A
support grip shall be supplied and installed for each float and power cord.
Support grip shall be "Hubbell' closed mesh series 024-17-XXX approximately
sized for each cord.
B. Basin Cover: Single leaf lockable with matching eye and padlock, raintight
aluminum hatch of size and dimension as shown on drawings and in any event
must allow unrestricted maintenance access for pump retrieval and reset.
Hatches shall be manufactured by Halliday Products, Inc. or equal.
C. Manufacturer shall core drill or cast all openings greater than 2 inches diameter
through the pump station walls and provide an approved elastomeric boot, sleeve
or adapter for connecting sewers and force main indicated on the drawings.
D. Concrete compression strength shall be 5,000 psi at 28 d n UKkn= waU
thickness shall be 5 inches for 5 foot diameter, 6 inches for of diameter and .1
JP 6 2013
02733.5
DCM-MHD CITY

Rev 1.02
inches for 8 foot diameter sections. Provide minimum 3/4 inch cover over all
steel reinforcing. Base section shall include a F extended base unless otherwise
specified.
E. Wet well top shall be set a minimum of T above 100 year flood elevation.
F. The Pump Station shall be accessible via a service access road that is constructed
at a minimum of 2 feet above the 100 year flood elevation.
G. Interior of wetwell shall be coated with Zebron 386, Duramar 1030 as
manufactured by Sewerkote or equal as approved by CFPUA Engineering staff.
Coal tar epoxy linings or Raven Lining Systems are not acceptable. The lining
shall be applied after the wetwell has been installed. The interior surface or the
wetwell shall be clean, dry, and free of all oil, grease, or other contaminants as
required by the manufacturer of the lining product.
2.04 STANDBY GENERATOR SLAB
A. Generator slab shall be a minimum of 10' X 7' concrete slab, minimum 12 inches
thick, with #4 rebar set at 12 inches on center, each way, and also 1/3 of the
height of the slab, as measured from ground elevation and with compressive
strength of 5,000 psi at 28 days, with a rectangular opening at one end for all
required electrical conduits, and capable of supporting a 7,000 IV, 40 kW
emergency generator, minimum, and sized accordingly for any required larger
generators.
2.05 CONTROL PANEL
A. General: Control panel shall consist of a circuit breaker and magnetic starter for
each pump motor and a liquid level control system with all components mounted
in one common enclosure. The controls assembly shall provide means to operate
each pump manually or automatically. When operated in the automatic mode, the
control assembly shall provide a means to manually select or automatically
alternate the position of the "lead" and "lag" pump after each pumping cycle.
Power supply shall be voltage as specified in the plans or within the contract
documents, 3 phase, 4 wire as shown. Control voltage shall be 120 volt, I phase.
B. Enclosure: The electrical control equipment shall be mounted within a NEMA
type 4X dead front enclosure, molded of fiberglass reinforced polyester resin or
equivalent. The enclosure shall have quick release latches and a hasp assembly
for padlocking. Control compartment shall incorporate a removable back panel
on which control components shall be mounted. Back panel shall be secured to
enclosure with collar studs. The back panel shall be heavy gauge steel or white
painted steel painted with heavy duty epoxy enamel after fabrication. All external
hardware, hinges, etc., shall be non-metallic or 300 series stainless steel with a
RECENIMimum of 36 inches separation between the bottom of enclosure and top of
concrete slab. The slab shall be minimum 12 inches thick, with #4 rebar set
JAN 16 209
RECEIVED
02733.6 DCM WILMINGTON, NC
DCM-MR[) CITY
NOV 0 1 2012

Rev 1.02
inch on center, each way and also 1/3 of the height of the slab, as measured from
ground elevation and shall be minimum compressive strength of 5,000 psi at 28
days.
C. Operation: A float switch type liquid level control system shall control
operation of the pumps according to level variations. The system shall actuate
pump motors on an alternating "lead -lag" basis with independently adjustable lead
pump and lag pump start levels. One pump motor shall be actuated when wet
well liquid rises to a pre-set "lead pump start" level, and shall be shut down when
wet well liquid has been pumped down to the pre-set "stop" level. After the lead
pump motor has been actuated and the liquid continues to rise and reaches the
preset "lag pump start" level, the second pump motor shall be actuated and both
pump motors shall continue to operate until the wet well liquid falls to the preset
"stop" level. A high level float switch shall energize a local alarm light if the wet
well level reaches a preset maximum. An additional high level float shall provide
a normally open contact for a telemetry signal. Levels shall be set at elevations as
shown on the drawings.
D. Float Switches: Provide five sealed mercury float switches for each duplex lift
station to control the two pumps and annunciate high wet well level. Switches
shall be enclosed within solid polyurethane floats and suspended in the wet well
by Type SO neoprene cable containing No. 18 AWG minimum stranded copper
conductors. A sealed, corrosion resistant weight shall be attached to the support
cable above the float to hold the switch in place.
E. Components: All motor branch circuit breakers and motor starters shall be
Square "D" or app. equal, securely fastened to the removable back panel with
screws and lock washers. Back panel shall be tapped to accept all mounting
screws. Self tapping screws shall not be used to mount any component.
1. A magnetic molded case circuit breaker shall be furnished for each pump
motor and accessory load. Each circuit breaker shall be FAL/KAL MAG
guard ( or app. Equal) series and adequately sized to meet the pump motor
operating conditions and shall have a symmetrical RMS interruption rating
of at least 10,000 amperes.
2. An open frame, across the line, NEMA rated, magnetic motor starter shall
be furnished for each pump motor. Starters shall be suitable for addition
of at least two front mounted auxiliary contacts. Starters sizes "0" or
"00" are not permitted. Power contacts shall be double breaker and made
of cadmium oxide silver. Motor starter contacts and overload relays shall
be easily replaceable without removing the motor starter from its mounted
position. Overload relays shall be of the block type utilizing melting alloy
type spindles and shall have visual trip indication with trip free operation.
Overload reset push buttons shall be located on the exterior of the inner
panel. Starter coil voltage shall be 120 volts. The motor wire
terminations at motor starter shall be set screw x 1MvfW each
conductor.
BAN -3
02733.7
DCM-MRD CITY

Rev 1.02
Pump mode, lead -lag, and alarm selector switches shall be oil tight, Hand -
Off -Automatic type to permit over ride of automatic level control and
manual actuation or shutdown of either pump motor. Operation of pumps
in manual mode shall bypass all safety shutdown circuits except pump
motor overload shutdown and phase monitor contacts. Switches shall be
oil -tight, providing three switch positions, each of which shall be clearly
labeled according to function.
4. Provide a two stage pump sequence selector switch to permit override of
the automatic alternator by manual selection of the lead and lag pump
positions. Switch positions shall be "TEST", "LEAD," and "AUTO" and
spring load left return to center.
5. Panel indicators shall be oil -tight, heavy duty LED's. Provide a green
"running" lamp for each pump. Controller indicator lamps shall be 120v
full voltage transformer type SQD (or app. equal).
6. Motor starter relays shall be enclosed general purpose relays with 8 pin
plug-in bases and contacts rated at 120 VAC, 80 percent P.F., 10 amperes.
7. The panel shall be supplied with a properly sized control power circuit
breakers.
8. A weatherproof, corrosion -resistant, 20 amp, duplex utility GFI receptacle
providing 120 volt power shall be flush mounted on the side of the
enclosure. The device shall be Hubbell #8300 with a Daniel Woodhead
#60W33 cover with a non-metallic receptacle box on inside of enclosure
to protect from accidental contact with receptacle.
9. A non-resettable running time meter measuring hours and tenths of hours
of operation up to 99,999.9 hours shall be furnished for each pump motor.
10. A high level alarm light shall be installed on the exterior of the lift station.
The fixture shall be heavy duty vaportight, weatherproof type with 100
watt clear lamp and red polycarbonate lens. The lamp shall flash
approximately 30 times per minute when energized. The audio alarm
device shall be weatherproof vibrating type AC horn. Minimum output at
10 feet shall be 95 decibels. When energized, the horn shall operate. An
alarm reset pus -button shall be provided to reset the alarm once the
condition has been corrected.
11. High Temperature Shutdown: Each control panel shall be equipped with
pump high temperature shutdown system. Each pump shall be famished
with a thermal overload. In a high pump temperature condition, the
control shall de -actuate the pump motor.
12. Seal Failure Alarm: Each control panel shall be equipped with a pump
RECENED seal failure alarm system. Each pump shall be furnished with a moisture
sensor and indicator lamp. If moisture is detected in the pump housing,
JAN 1 6 2013 the seal failure panel indicator lamp corresponding to the pump that
experienced the condition shall be energized. RECEIVED
02733.8 DCM WILMINGTON, NC
nclvrMxDci Nov 0 1 2012

Rev 1.02
13. Provide a 3 phase, 4 wire lightning arrester for each control panel
connected to the incoming power terminal block. Arrester shall be Square
D Model J9200-9A or equal by General Electric or Joslyn.
14. All switches, pilot lights, control devices, major components, etc., shall be
clearly labeled according to function with engraved plastic lamicore
plates, black with white core. Minimum letter size shall be 1/8 inch.
15. All other components necessary for a completely operable system
performing the functions required shall be supplied.
F. Operating Controls and Instruments: All operating controls and instruments shall
be securely mounted in such a manner that any or all standard options specified
may be added without rearrangement of existing controls and instruments. All
controls and instruments shall be clearly labeled to indicate function.
G. Wiring: All wiring workmanship and schematic wiring diagrams shall be in
compliance with applicable standards and specifications for industrial controls set
forth by the Joint Industrial Council (JIC), National Machine Tool Builders
Association (NMTBA), National Electrical Code (NEC), Division 16 of these
specifications and other pertinent electrical codes and standards.
All motor circuit wiring from the distribution block to the circuit breaker and to
the motor starter shall be THHN stranded copper. All control circuit wiring shall
be MTW 14 ga. tinned red, white, and green. All conductors shall be copper,
color coded and clearly numbered at each end in conformance with applicable
schematic wiring diagrams, and of adequate size to safely carry required electrical
loads. All control wires shall be marked using T&B Shur code sleeve markers.
All wires on the back panel shall be contained in wire troughs with removable
covers to facilitate field repairs and addition of optional/additional components.
Splices shall not be used on any wires.
H. Shop drawings adequate for control panel fabrication, installation and
maintenance shall be submitted and approved prior to manufacture. Drawings
shall include an elementary control (ladder) diagram, interconnection wiring
(schematic) diagram, interior and exterior panel component layout drawings,
component catalog cuts and Contractor's installation drawings. The ade�D
shop drawings shall be determined solely by the Owner.
2.06 EQUIPMENT
JAN 16 2013
A. Pressure Gages: Pressure gages shall be furnished for installation aye
below. They shall be 3 inch minimum diameter, glycerin filled wills m e
steel case. Bourdon tubes shall be stainless steel, 1/4 inch NPT male bottom
connection, stainless steel rack and pinion movement micro -adjustment for
calibration, white dials and black figures, and threaded ring case. Gages shall
read in feet of head. Gages shall be furnished with stainless steel diaphragm,
factory mounted. Gages shall be installed with Type 316 or better stainless steel
nipples, no shorter than 2 inches, and tee handle cock. Gant�ll I V E D
02733.9 DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.02
manufactured by U.S. Gage, a Division of Ametek, Inc., Sillersville, PA, Crosby -
Aston Valve Co., Wrentham, MA, or equal.
Pressure Gages Required:
Location - Pump Discharge
Range - 0-140 feet
B. Discharge flow meter: The contractor shall provide one (1) Digital Doppler Flow
Meter located five (5) times the pipe diameter downstreatm of the pump station.
The flow meter is to be DDFXD2-AINA-N Digital Doppler Flow Meters with
DT940050-N000-N Sensors and sufficient cable to reach the control panel.
C. Station Padlocks: The Contractor shall provide six (6) resemble combination
padlocks. They shall be double locking, solid brass case, and have nickel -plated
shackles. They are to be Master No. 175-LH or Corbin No. 436. They are to be
included with the lump sum price with each pump station.
PART 3 EXECUTION
3.01 SHOP DRAWINGS AND O&M MANUALS
A. General: The Contractor shall submit six (6) sets of shop drawings certified
prints, literature and cuts to the Owner for all pumping equipment, control panels
and accessory materials for review and approval. Certified pump curves shall be
provided showing total dynamic head versus flow, efficiency, brake horsepower,
NPSH required by pump, and minimum submergence required over pump
suction.
Furnish four (4) sets of operations and maintenance (O&M) manuals for each
pump station's pumping equipment. O&M Manual shall be indexed and shall
contain spare parts list, installation instructions, lubrication instructions, operating
instructions, and repair and service manual for each pump furnished. All
manuals must be specific for all equipment furnished. Generic manuals will not
be allowed.
B. Contractor shall provide any special tools specific to the equipment provided
which is needed to perform maintenance and as recommended by the equipment
manufacturer.
3.02 INSTALLATION
A. General: The Contractor shall receive, handle and store all equipment and
materials to be installed, being careful to prevent any damage during transport and
storage. All equipment stored shall be protected from weather in a manner
recommended by the manufacturer.
RECEivEb All equipment shall be handled and installed in accordance with written
instructions and approved shop drawing details of the manufacturer and as
JAN 16 2013 RECEIVED
02733.10 DCM WILMINGTON, NC
DAM-mmcny NOV 0 1 2012

Rev 1.02
required by the drawings. Anchor bolts shall be carefully placed in exact
position using template or other approved method.
Aluminum access door frame, where to be in contact with concrete, shall
be shop primed or field coated with zinc chromate, or equal, primer
immediately upon delivery to the job.
2. If the Contractor determines that existing conditions do not permit proper
installation, he shall immediately notify the Engineer.
3. Pipe work shall be carefully assembled and placed so as not to put strain
on the pumping equipment and support elbow. All joints shall be gasketed
gradually and evenly tightened watertight. Pipe work will be tested in
accordance with these specifications. All pipelines through walls of
station shall be installed absolutely watertight, showing no visible signs of
seepage or infiltration.
4. Conduit/wiring shall run directly between equipment with no horizontal
bends.
B. The Contractor shall provide all recommended lubricants for start-up of each item
of equipment.
C. All pumps, control panels and accessory equipment shall be installed in strict
accordance with the manufacturer's instructions and good practice in a
workmanship manner. All quick disconnect pumps shall be retrieved and reset to
demonstrate proper installation for each pump station and witnessed by a
representative of Cape Fear Public Utility Authority Engineering Department.
3.03 START-UP SERVICES AND TESTING
A. The pumping manufacturer shall provide the services of a representative for a
minimum of five (5) days to provide start-up and follow up advisory service,
including O&M instructions to the operating personnel. Representative shall
schedule at least two separate trips for these services. The Owner shall be
notified when manufacturer's representative is to be at the work site one week in
advance to be present during start-up of equipment.
B. Pump Test: Secure from the pump manufacturer performance of following
inspections and tests on each pump before shipment from factory:
1. Impeller, motor rating and electrical connections shall t R> d for
compliance with the job requirements.
rJA N 16 2013
2. Motor and cable insulation test for moisture content to insulation defects
shall be made. DCM-MHDCITY,
3. Prior to submergence, run pump dry to establish correct rotati o��11d
mechanical integrity. R EE � 1 V E D
02733.11 DCM WILMINGTON, NC
NOV o 1 2012

Rev 1.02
4. Run pump for 30 minutes submerged, a minimum of six (6) feet under
water.
5. After operational test No. 4, Perform insulation test (No. 2) again.
Seal pump cable end with a high quality protective covering to make it
impervious to moisture or water seepage prior to electrical installation.
Test pumps, motors, and controls in operation in accordance with the standards of
the Hydraulic Institute. Certified records of the test shall substantiate the
operation of the equipment at the design head, capacity, and horsepower as
specified.
C. LEAKAGE TESTING
Prior to testing, wet well shall be coated per Section 2.03G.
2. Conduct a visual inspection of concrete wet wells and valve vaults.
Repair all visible and detectable leaks.
3. Leakage Testing for Wet Wells. Wet wells shall be leakage tested prior to
backfilling by the following procedures:
(a) Temporarily plug all wall sleeves, piping entrances, and other
openings during test period.
(b) Fill structure to overflow level.
(c) Allow to stand for a minimum of four (4) hours.
(d) Refill to overflow level.
(e) Allow to stand for 24 hours.
(f) Examine exterior surfaces and joints for leakage. Measure drop in
surface water.
(g) Allowable leakage is a drop of Y2 inch or less during the test period
and no visible signs of leakage.
(h) Repair all visible and detectable leaks. If leakage exceeds the
allowable limit, the structure shall be repaired by method approved
by the Engineer.
PART 4 PAYMENT
4.01 Payment
Payment for this section shall be made based on the lump sum price shown in the contract
proposal form. Partial payment may be considered at the sole discretion of the owner and
the engineer.
RECEIVED
C�. JAN 16 2013
02733.12 RECEIVED
DCM-MHDCI7Y DCM WILMINGTON. NC
NOV 0 1 2012

Rev 1.01
SECTION 02760
RESTORATION OF UNDERGROUND PIPELINES
1.01 RESTORATION OF DRAINAGE PIPE: The Contractor is to replace all damaged drainage pipe
with new drain pipe. Note: Any drain pipe removed as a result of construction activities that is in
acceptance condition shall be reused in the restoration of drainage facilities. Existing drainage pipe that is
not suitable for reuse as determined by the Engineer shall be replaced for the price of material only, as
indicated by the unit price found on the Bid Form. If the replacement drainage pipe is not of the sizes or
material found in the Bid Form, the Contractor shall replace the pipe for price of material only.
Contractor is to provide invoices to satisfaction of Engineer for the cost of material. Any drain pipe
damaged as a result of Contractor's actions shall be replaced at Contractor's expense.
Payment: No separate payment will be made for Restoration of Underground Pipelines. All costs
incurred by the contractor for this work should be included in the unit price or lump sum price for the
item of work to which it pertains.
RECEIVED
JAN 16 2013
DCM-MHD CITY
02760.1

THIS PAGE IS INTENTIONALLY LEFT BLANK

Rev 1.01
SECTION 02761
SANITARY PIPELINE REHABILITATION
PART 1 GENERAL
1.01 Scope
A. The work covered by this section of the specifications includes the furnishing of all labor, tools,
equipment and materials, and performing all operations in connection with the lining of existing
sewer with a continuously extruded jointless & seamless polyethylene deformed pipe liner. The
polyethylene deformed pipe liner will be as specified herein. The work shall also include
complete maintenance of all wastewater flows, reopening of service wyes or tees, removal of
protruding service connections, etc. When completed, the formed liner should extend from end -
to -end of the section being lined in a continuous jointless, seamless, tight -fitting pipe -within -a -
pipe as specified herein.
1.02 Product Handling
A. All materials (polyethylene deformed pipe liner, etc.) shall be accompanied by test reports
certifying that the material conforms to the ASTM listed herein. Materials shall be shipped,
stored, and handled in a manner consistent with the written recommendations of the
manufacturer. Storage locations shall be approved by the Owner and Engineer.
1.03 Submittals
A. The following submittals shall be made in accordance with the General Conditions as
supplemented.
1. Letter to Engineer stating that the Contractor has viewed the television inspection
videotape and that the sewer is clean enough to ensure an effective rehabilitation lining.
2. Contractor's description of all equipment and materials to be used during rehabilitation
lining.
3. Contractor's description of his proposed rehabilitation lining methodology.
B. Brochures shall be submitted for all items to be furnished in accordance with the provisions of the
General Conditions as supplemented. Submittals shall include information on the deformed
polyethylene liner intended to be utilized.
1.04 Safety
A. The Contractor shall conform with all work safety requirements of pertinent regulatory agencies,
and shall secure the site for the working conditions in compliance with the same. The Contractor
shall erect such signs and other devices as are necessary for the safety of the work site.
B. The Contractor shall also perform all of the work in accordance with applicable OSHA standards.
Emphasis shall be placed upon the requirements for entering confined spaces and working with
steam.
RECEIVED RECEIVED
JAN 16 2013 Ji 3
02761.1
DCM-MHD CITY Dr%4-N9gD CITY

Rev 1.01
1.05 Measurement and Payment
A. Measurement and payment for work described in this section will be made in accordance with the
provisions of the section identified as Measurement and Payment.
PART 2 MATERIALS
2.01 Liner
A. Deformed/Reformed Polyethylene Pipe shall be made from polyethylene resins and it shall
comply with the cell classification ASTM D-3350, 345434C, D or E for High Density
Polyethylene (HDPE). The installed liner pipe shall also meet these material cell classifications.
B. In addition, the product material shall meet the ASTM F1533, Standard Specification for
Deformed Polyethylene (PE) Liner and ASTM 1606, Standard Practice for Rehabilitation of
Existing Sewers and Conduits with Deformed Polyethylene (PE) Liner.
C. The minimum length of the liner pipe shall be that deemed necessary by the installer to
effectively span the distance from the starting manhole to the terminating manhole or access
point, unless otherwise specified. No butt fusion joints are permitted from the starting manhole to
the terminating manhole.
D. The liner shall have an initial Standard Dimension Ratio (SDR) of no more than 40. After
installation, the Standard Dimension Ratio and liner thickness will vary slightly as determined by
the actual inside diameter of the host pipe. The continuous length liner shall have passed an
independent 10,000 hour long term buckling test to establish a 50 year design life for the liner
product utilized.
E. Material and Equipment Acceptance
1. At the time of manufacture, each lot of liner shall be inspected for defects and tested in
accordance with ASTM D2837 and D-1693. At the time of installation, the liner shall be
homogeneous throughout, uniform in color, free of cracks, holes, foreign materials,
blisters, or deleterious faults.
2. For testing purposes, a production lot shall consist of all liner having the same marking
number. It shall include any and all items produced during any given work shift and
must be so identified as opposed to previous or ensuing production.
F. Marking
1. Liner shall be marked at 5-foot intervals or less with a coded number which identifies the
manufacturer, SDR, size material, date, and shift on which the liner was extruded.
2. At the end of the production shift during which a production lot has been extruded, the
marking code on the liner shall be changed to indicate that said time intervals have
elapsed and then a new production shift has begun.
RECEIVED
JAN 16 2013
t: 02761.2
DCM-MHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.01
G. Chemical and Physical Testing
The Engineer may at any time direct the manufacturer to obtain compound samples and
to prepare test specimens in accordance with ASTM D-1928. These specimens shall
comply with the minimum property values shown below with the applicable ASTM
requirements.
ASTM
Test
Material
Property
Method
Value
HDPE
Tensile Strength (break)
D-638
4,500 psi
HDPE
Tensile Strength (yield)
D-638
3,000-3200 psi
HDPE
Impact Strength
D-256A
3.0 ft-lb/in
HDPE
Flexural Modules
D-790
110,000-160,000 psi
H. The Contractor shall furnish, prior to use of the lining materials, satisfactory written guarantee of
his compliance with the manufacturer's standards for all materials and techniques being used in
the deformed lining process. The Contractor shall provide certified test results for approval by
the Engineer, from the manufacturer, that the material conforms with the applicable requirements.
Material not complying with requirements shall be rejected.
PART EXECUTION
3.01 Installation of Liner
A. General
1. The Contractor shall insure the cleanliness of the existing sewer prior to insertion of the
liner. All debris and obstruction shall be removed. The Contractor shall submit a letter
stating that the sewer is clean enough to ensure an effective lining. Installation of the
liner shall not begin until the Contractor has approval from the Engineer. Approval from
the Engineer cannot be given until the Contractor has established an operational method
to bypass flow. Once the lining process has begun, wastewater flow shall be maintained
until the lining is totally formed and all service connections have been reopened.
2. The liner shall be constructed of a material which, when installed, shall provide a
jointless and continuous structurally sound liner able to withstand all imposed static,
dynamic and hydrostatic loads on a long-term basis.
B. Design Requirements
1. The following design requirements must be met by the Contractor for his method of
construction:
a. The rehabilitation of the sewer main shall be performed without the need for
excavation, demolition of existing structures, and be able to re-establish user
lateral services without excavation and minimize the disruptions to neighboring
homes and traffic. Excavation for point repairs or emergencies shall be
permitted, but only as required and directed by the Engineer, with the necessary
approvals.
b. The rehabilitated sanitary se shl#o significant reduction of infiltration.
JAN 16 2013 RECEIVED
027 DCM WILMINGTON, NC
DCM-MHD C1rY N O V 0 1 2012

Rev 1.01
C. The submitted pipe lining method shall have sufficient structural strength to
support all dead loads, live loads, and ground water load imposed with the
assumption that the existing pipe cannot share any loading or contribute to
structural integrity of the liner.
d. The liner shall provide the least possible thickness or decrease in pipe diameter to
meet the strength and other design requirements of this section.
C. Preparation of Existing Sewer for Liner
Prior to any lining of a pipe so designated, it shall be the responsibility of the Contractor
to remove internal deposits from the pipeline and to clean each section of pipe of all
foreign material as specified under Section 3.01.A.1.
2. Inspection of pipelines shall be performed by experienced personnel trained in locating
breaks, obstacles, and service connections by closed circuit television. The interior of the
pipeline shall be, carefully inspected to determine the location and extent of structural
failures. The location of any conditions which may prevent proper installation of lining
materials into the pipelines shall be noted so that these conditions can be corrected. The
Contractor shall locate and designate each service connection to be reinstated after lining.
A video tape, and suitable inspection logs shall be kept for later reference by the
Contractor. Television inspection shall be in accordance with the section identified as
3.10, Testing, in Section 02731, gravity sanitary sewer system.
3. The Contractor, when required, shall provide for the transfer of flow around the section
or sections of pipe that are to be lined. The by-pass shall be made by diversion of the
flow from an existing upstream access point and pumping the flow into a downstream
access point or adjacent system. The pump and by-pass lines shall be of adequate
capacity and size to handle the flow. The proposed by-passing system shall be submitted
for review and approval in advance by the Engineer and the Owner.
4. The approval of the by-passing system in advance by the Engineer shall in no way relieve
the Contractor of his responsibility and/or public liability.
5. It shall be the responsibility of the Contractor to clear the line of obstructions such as
solids, protruding branch connections or broken pipe that will prevent the insertion of the
liner. A high speed rotating hydraulic cutter shall be used to cut protruding service
laterals, severely offset joints (if possible), roots, concrete or other obstructions in the
pipe. The cut shall be made as flush as possible with the wall of the pipe to be restored,
and the debris shall be pushed down the pipe to the downstream manhole. If inspection
reveals an obstruction that cannot be removed by conventional cleaning equipment, the
Contractor shall notify the Engineer and the cleaning effort shall be abandoned. The
Contractor shall propose an alternate method to remove the obstruction and submit same
to Engineer for approval. The cost for this alternate method shall be mutually agreed to
by the Contractor and Owner. The Contractor shall confirm that the sewer is clean
enough to ensure an effective lining. The line segment shall not be lined until approved
by the Engineer.
RECEIVED
JAN 16 2013 RECEIVED
02761.4 DCM WILMINGTON, NC
DOM-NIHI)CITY NOV 0 1 2012

Rev 1.01
D. Installation of Liner
A cable shall be strung through the existing pipe to be rehabilitated and attached to the
liner through an existing manhole or access point. The liner shall be pulled through the
existing manhole and through the existing pipe by this cable. Care shall be taken not to
damage the deformed pipe during the installation. Appropriate sleeves and rollers shall
be used to protect the liner.
2. When the deformed pipe liner is in place, it shall be cut and the processing manifolds
(pipe end closing assembly used for heat and pressure control within liner) shall be
attached in and secured at both pipe ends. The instruments shall be attached to the
deformed pipe at both ends.
3. Liner Forming
a. Through the use of steam and air pressure, the deformed pipe shall be reformed
to conform to the existing pipe wall. The deformed pipe shall be pressurized up
to 14.5 psi and water condensate from the pipe shall be
exhausted from the pipe, valves shall be gradually closed to build up pressure.
b. Heating shall be gradually increased by raising the steam generator input in
increments until a maximum of approximately 26 psi is reached. This maximum
shall be determined according to the liner pipe size. Controlling temperature at
the end of the pipe and on its surface shall be up to 185 degrees F but not less
than 176 degrees F where warranted. The manufacturers Installation Guide may
supersede these noted directions if field conditions warrant.
4. Cool -Down
a. The Contractor shall cool the reformed pipe in accordance with the approved
manufacturer recommendations.
b. Gradual transition shall be made from the heating to cooling process. Cooling
shall be done without pressure interruption and with either water or air. As
cooling progresses, the pressure level shall be maintained for a period of another
15 to 30 minutes or longer if determined by the Contractor's operating engineer.
When the temperature reaches cooling temperature of 100 degrees F and
extended pressure maintenance is completed, the processing shall be finished.
The equipment may then be disconnected.
C. Temperatures and pressures shall be monitored and recorded throughout the
installation process to ensure that each phase of the process is achieved at the
approved manufacturer's recommended temperature and pressures levelICgRCp
manufacturer's specifications guidelines. T
5. Finish f JAN � 6
a. The finished lining shall be continuous over the entire length of an i ron run
and be as free as commercially practicable from visual defects sMY uch ass
inclusions, pinholes and delamination. The lining shall be impervious and free of
any leakage from the pipe to the surrounding ground or from the ground to
inside, the lined pipe.
RECEIVED
02761.5 DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.01
b. Any defects which will or could affect the integrity or strength of the linings shall
be repaired at the Contractor's expense, in a manner approved by the Owner and
Engineer.
C. The beginning and end of the new polyethylene pipe shall be sealed to the
rehabilitated pipeline. The sealing material shall be compatible with the
polyethylene pipe and shall provide a watertight seal.
3.02 Testing of the Liner
A. The watertightness of the liner shall be gauged throughout the forming process. Once completely
formed, the liner may be subjected to a positive hydrostatic head above that of the groundwater in
the presence of the Engineer. Any leaks shall be repaired and retested to the satisfaction of the
Engineer.
B. If due to broken or misaligned pipe at the access point, the lining fails to make a tight seal, the
Contractor shall apply a seal at that point. A seal shall also be applied at the edge of the liner and
a previous manhole insert. This shall be done after the liner has been formed and section through
the manhole has been cut open. The seal shall be of a mixture compatible with the pipe.
C. After the liner has been formed, the Contractor shall reconnect the existing service connections.
This shall be done without excavation and in the case of non -man entry pipes, from the interior of
the pipeline by means of the television camera and a cutting device that re-establishes them to not
less than 90 percent capacity. Where holes are cut through the liner, they shall be neat and
smooth in order to prevent blockage at service connections.
3.03 Final Acceptance
A. After installation of the liner and reinstatement of service connections, the Contractor shall
perform a TV inspection in the presence of the Owner's Representative. A radial view TV
camera shall be used. The finished liner shall be continuous over the entire length of the
installation. The liner shall be free of significant visual defects, damage, deflection, holes and the
like. Reinstated service connections shall be neat and smooth.
3.04 Clean -Up
A. After the liner installation has been completed and inspected, the Contractor shall clean up the
entire project area and return the ground cover to grade. All excess
material and debris not incorporated in the permanent installation shall be disposed of
by the contractor in accordance with State and Federal laws and regulations. The project
area affected by the Contractor's operations shall be reinstated.
3.05 Warranty
A. The liner shall be certified by the manufacturer for specified material properties. The
manufacturer shall warrant the liner to be free from defects in raw materials for one year from the
date of delivery. The Contractor shall warrant the liner installation for a period of one year.
During the Contractor warranty period any defects which affect the integrity or strength of the
pipe shall be repaired at the Contractor's expense in a manner mutually agreed by the Owner and
RMMICE9tractor.
JAN 16 2013 RECEIVED
02761.6 DCM WILMINGTON, NC
DC.Nvy_rD CrrY N 0 V 0 1 2012

Rev 1.01
B. If a liner fails to reform, the Contractor shall be required to remove the failed liner at no
additional cost. This shall include but not be limited to all material, excavation, backfilling,
cutting, concrete, pipe, shoring, temporary pavement, permanent pavement permits and other
incidental work required to remove the liner from the existing pipe. If removal is not feasible, or
if removal will cause more harm than acceptable to the host pipeline, alternatives may be
proposed by the contractor to the engineer for review and approval. The integrity of the existing
pipe where the liner was removed shall be rehabilitated by installing another liner or if this
procedure is not feasible by installing a new pipe section. There shall be no direct payment for
this work.
RECEIVED
JAN16/L3
DCM-MHD Cn Y
RECEIVED
DCM WILMINGTON, NC
02761.7 Nov o 1 2012

THIS PAGE IS INTENTIONALLY LEFT BLANK

Rev 1.01
SECTION 02900
LANDSCAPING
1.01 General: The contractor shall be responsible for providing all labor, materials, tools, equipment,
topsoil, fertilizer, lime and seed necessary for restoration and stabilization of areas disturbed under this
contract. All areas disturbed, whether in street rights -of -way, permanent easements or temporary
construction easements shall be restored by the contractor upon completion of backfilling. Within
temporary construction easements, the contractor may be required to restore original structures,
decorative vegetation, grass seed and shrubbery removed to as near the original condition as possible and
to the approval of the engineer.
1.02 Submittals: The contractor shall submit the names and composition of the fertilizers, sod and seed
mixtures and mulch type to the Engineer prior to initiation of restoration activities for review and
approval.
1.03 Materials: The contractor shall use the following materials on the project unless otherwise
approved by the engineer.
1.03.1 Topsoil: Top soil shall be a natural, fertile, friable, productive soil from naturally well drained
areas in the immediate vicinity with a PH between 5 and 9. It shall not contain any substances that may
be harmful to grass growth. Topsoil which has been stockpiled from trenching or excavations may be
used provided it meets the above requirements. Topsoil delivered to the site in a frozen or muddy
condition shall be rejected.
103.2 Seed: The seed shall have 97% purity and 90% germination guarantee. All seed must meet the
requirements of the North Carolina Department of Agriculture. Bags shall be labeled to describe the
composition, purity, germination, and the presence of restrictive or prohibited agents. Damp or moldy
seed will be rejected.
The contractor shall be required to either seed or sod disturbed areas as to provide a grass stand equivalent
to that existing prior to the disturbing activities without additional compensation.
103.3 Fertilizers: Fertilizer shall be 10-10-10 or equivalent of uniform, free -flowing granules. The
fertilizer shall be delivered to the site in the original containers labeled with contents and producer's
name. The Engineer may require additional or a different fertilizer based on seed performance or soil
test.
Part 103.4 Lime: The dolomitic lime shall consist of ground agriculture limestone containing not less
than 85% of combined calcium and magnesium carbonates with 60% passing a #60 mesh sieve and 95%
passing a # 10 mesh sieve.
Part 103.5 Mulch: Mulch shall consist of small grain straw or other acceptable material, and shall have
been approved by the Engineer before being used. All mulch shall be reasonably free from mature
seedbearing stalks, roots, or bulblets of Johnson Grass, Nutgrass, Sandbur, Wild Garlic, Wild Onion,
Bermuda Grass, Crotalaria, and Witchweed, and free from an excessive amount of restricted noxious
weeds as defined by the North Carolina Board of Agriculture at the time of use of the mulch, and also
there shall be compliance with all applicable State and Federal domestic plant quarantines. Straw mulch
that is matted or lumpy shall be loosened and separated before being used.
103.6 Jute Netting and Staples: Jute mat shall be cloth of a unifornffrR&EQeave of undyed and
unbleached single jute yard, 48 inch in width plus or minus I inch and weighing an average of 1.2 pounds
3
02900.1
DCM-MHD C17y

Rev 1.01
per linear yard of cloth with a tolerance of plus or minus five percent (5"/o), with approximately 78 warp
ends per width of cloth and 41 weft ends per linear yard of cloth. The yard shall be of a loosely twisted
construction having an average twist of not less than 1.6 turns per inch and shall not vary in thickness by
more than one-half of its normal diameter.
Staples for anchoring soil stabilization matting shall be made of 12 to 20 inch lengths of No. 8 plain wire.
103.7 Asphalt Binding Material: The asphalt binding material for anchoring mulch shall consist of
emulsified asphalt per North Carolina Department of Transportation specifications.
103.8 Water: Water shall be potable, free of contents which could retard grass growth.
Part 4 Preparation of Disturbed Areas
104.1 Uncultivated Areas: All uncultivated areas that are disturbed by the pipe laying operation shall
be restored to good condition with similar materials as original. Restoration includes, but is not limited
to, asphalt, paint stripes, concrete, curbs, culvert pipe, mailboxes and signs. Areas shall be cleaned and
surplus materials removed.
Natural areas shall be graded to final grade, limed, fertilized, seeded and mulched as required and as
described in 02900 Part 4.2 Cultivated Areas, except no topsoil application is required. Wetland areas are
to be restored with original vegetation or with plants of same species as specified by the regulating
authority. Topsoil will not be required on road shoulder adjacent to uncultivated areas except in those
areas where suitable erosion ground cover is unattainable through seeding.
104.2 Cultivated Areas:
A. General:
Existing seeded and/or planted areas disturbed by construction shall be dressed with topsoil, fertilized and
seeded.
Furnish and apply soil conditioners and seed as specified.
Excess stone from construction activities left on private property or rights -of -way shall be removed by the
Contractor, at his expense, to prevent damage to maintenance equipment and operations.
B. Topsoil:
After approval of rough grading, the Contractor shall place the topsoil on all cultivated areas damaged by
his operations, except for road shoulders adjacent to undeveloped and uncultivated areas. Topsoil shall be
at least four (4) inches deep. All topsoil from stripping which is not used at the job site shall be removed
from the site and deposited as requested by Owner.
C. Soil Conditioners:
Lime and fertilizer shall be spread and thoroughly worked into the top 4 inches of soil at the rates of
3,000 Ibs/acre and 1,000 Ibs/acre, respectively. Then the soil shall be raked until the surface is finely
pulverized and smooth and shall be compacted with rollers, weighing not over 100 pounds per linear foot
of tread, to an even surface conforming to the prescribed lines and grades.
D. Seeding:
RECEIVED
JAN 16 2013 RECEIVED
02900.2 DCM WILMINGTON, NC
1JCM- gDC1TY NOV 0 1 2012

Rev 1.01
Seeding shall be done when weather conditions are approved as suitable.
If there is a delay in seeding, during which weeds grow or soil is washed out, the Contractor shall remove
the weeds or replace the soil before sowing the seed, without additional compensation. Immediately
before seeding is started, the soil shall be lightly raked.
Seed shall be sown during the following dates at the following pound per acre rates. On a calm day and
preferably by machine, but if by hand, only by experienced workmen. Hydroseeding may be permitted.
1) For soils with good moisture retention from February 15 to
April 30 or September 1 to October 31. Seed with 80 lbs. tall Fescue, 50 lbs. unhulled Common
Bermuda Grass, 40 lbs. Kobe Lespedeza.
2) For soils with poor moisture retention from April 1 - July 15, seed with 50 lbs. unhulled Common
Bermuda Grass, 5 lbs. Centipede Grass and 10 lbs. German Millet.
3) Temporarily seeding all other times (to be reseeded at the first available date listed in 1 or 2
above), 120 lbs. rye (grain), 50 lbs. Kobe Lespedeza.
Seed shall be raked lightly into the soil to a depth of 1/4 inch and rolled with a roller weighing not more
than 100 pounds per linear foot of tread.
Wherever poor germination occurs in areas larger than three (3) square feet, the Contractor shall reseed,
roll, and water as necessary to obtain proper germination.
The Contractor shall water, weed, cut and otherwise maintain and protect seeded areas as necessary to
produce a dense, healthy rowth of perennial lawn grass.
E. Mulch:
All seeded areas shall be mulched unless otherwise indicated in the Special Provisions or directed by the
Engineer.
Grain straw may be used as mulch at any time of the year. If permission to use material other than grain
straw is requested by the Contractor and the use of such material is approved by the Engineer, the
seasonal limitations, the methods and rates of application, the type of binding material, or other conditions
governing the use of such material will be established by the Engineer at the time of approval.
Mulch shall be applied within 36 hours after the completion of seeding unless otherwise permitted by the
Engineer. Care shall be exercised to prevent displacement of soil or seed, or other damage to the seeded
area during the mulching operations.
Mulch shall be uniformly spread by hand or by approved mechanical spreaders or blowers which will
provide an acceptable application. An acceptable application will be that which will allow some sunlight
to penetrate and air to circulate, but also partially shade the ground, reduce erosion, and conserve soil
moisture. Mulch rate shall be 2 tons per acre. When there are seasonal limitations on seeding or when
other weather or erosion conditions make it desirable to mulch in advance of seeding, the Engineer may
direct that mulch be applied after the application and incorporation of limestone into the seedbed, and the
fertilizer and seed then applied later through the mulch in proper season or under more favorable weather
conditions.
Mulch shall be held in place by applying a sufficient amount f�lt or other approved binding
material to assure that the mulch is properly held in place. a rate an method of application of binding
JAN 1 6 iC!3 RECEIVED
02900.3 DCM WILMINGTON, NC
DM-M1m c1Tr N 0 V 0 1 2012

Rev 1.01
material shall meet the approval of the Engineer. Where the binding material is not applied directly with
the mulch, it shall be applied immediately following the mulch application. During the application of
asphalt binding material, or other approved binding materials which may cause damage, adequate
precautions shall be taken to prevent damage to traffic, structures, guardrails, traffic control devices, or
any other appurtenances. The Contractor shall either provide adequate covering or change methods of
application as required to avoid such damage. When such damage occurs, the Contractor shall repair it,
including any cleaning that may be necessary.
The Contractor shall take sufficient precautions to prevent mulch from entering drainage structures
through displacement by wind, water, or other causes and shall promptly remove any blockage to
drainage facilities which may occur.
104.3 Jute Netting
A. Site Preparation:
Jute netting shall be required on all slopes greater than 2 to I slope, and wherever specified on drawings.
Shape and grade the waterway, channel, ditch, or area to be protected as required by the drawings and
specifications.
Remove rocks, clods over 1-1/2 inches in diameter, sticks and other material that will prevent contact of
the matting with the soil surface.
B: Lime, Fertilizer and Seed:
Lime, fertilize and seed in accordance with the applicable seeding standard (Part 4.2 C&D) except when
placing jute -matting one-half of the seed may be applied prior to laying the matting and the remaining
seed applied after laying the matting.
C. Installing Netting:
The Contractor shall start laying the matting from the top of the channel or slope and unroll downgrade so
that one edge of the strip coincides with the channel center. Lay a second strip parallel to the first on the
other side of the channel and allow at least a 2-inch overlap for jute matting. If one roll of matting does
not extend the length of the channel, continue downhill with additional rolls.
The Contractor shall secure the matting by burying the top end of jute strips in a trench 4 inches or more
deep. Tamp the trench full of soil. Reinforce with a row of staples driven through the jute about 4 inches
downhill from the trench. These staples should be about 10 inches apart. Then staple the overlap in the
channel center. These staples should be 3 to 4 feet apart. The outside edges may be stapled similarly at
any time after the center has been stapled. Closer stapling along the sides is required where concentrated
water may flow into the channel.
Succeeding strips of matting, farther down the channel or slope, are secured in a similar manner. Strips of
matting on the swale slopes should be laid and secured as above to a height of 3 feet above base of swale.
Where one roll of jute matting ends and another roll begins, the end of the top strip overlaps the trench
where the upper end of the lower strip is buried. Make the overlap at least 4 inches and staple securely.
D. Erosion Stops:
g RECEIVED
Pk JAN 16 2013 02900.4 RECEIVED
DCM WILMINGTON, NC
DCM-MHD CITY
NOV 0 1 2012

Rev 1.01
At any point, jute matting may be folded for burying in slit trenches and secured as were the upper ends.
This checks water flow and erosion that may begin under the matting. It also gives improved tie -down.
The procedure is recommended on the steeper slopes of sandy soil and gentler slopes subject to seepage.
Spacings vary from 25 to 100 feet as required by the Engineer.
E. Diversions:
Where diversions outlet into the waterway, the outlet should be protected with matting used in the same
manner as in the main channel. The matting for the outlet is laid first so that matting in the main channel
will overlap the outlet strip.
F. Matting Soil Contact:
The Contractor shall assure that between matting and soil is obtained by rolling after laying, stapling and
seeding are complete. Perfect contact is vital to keep water flow over, not under, the matting.
G. Inspection:
After job completion, the Contractor shall make sure the matting is in contact with the soil at all places
and that critical areas are securely stapled down.
105.1 Inspection and Acceptance: At the beginning of the next planting season after that in which the
permanent grass crop is sown, the seeded areas will be inspected. Any section not showing dense,
vigorous growth at that time shall be promptly reseeded by the Contractor at his own expense.
Restoration shall be acceptable when the grass has grown at least 1" high with 85% coverage; provided
that no bare spots larger than 10 square feet exist.
Payment: No separate payment will be made for Landscaping. All costs incurred by the contractor
for this work shall be included in the unit price or lump sum price for the item of work to
which it pertains.
RECEIVED
JAN 16 %t'3 RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

THIS PAGE IS INTENTIONALLY LEFT BLANK

Rev 1.01
SECTION 03200
CONCRETE REINFORCEMENT
Part 1 General
1.01 Scope. This section gives requirements for concrete reinforcement. Coordinate the requirements of
this section with Sections 02520, 03300.
1.02 Reference Standards: The latest edition of reference standards listed below form a part of this
specification and are applicable to this project.
A. American Society for Testing and Materials
ASTM A 615, "Deformed and Plain Billet -Steel Bars for Concrete Reinforcement.
ASTM A 185, "Specification for Welded Steel Wire Fabric for Concrete Reinforcement.
B. American Concrete Institute
ACI 315, "Manual of Standard Practice for Detailing Reinforced Concrete Structures"
ACI 318, "Building Code Requirements for Reinforced Concrete"
C. Concrete Reinforcing Steel Institute
CRSI 163, "Recommended Practice for Placing Reinforcing Bars"
CRSI 165, "Recommended Practice for Placing Bar Supports, Specifications, and Nomenclature"
1.03 Submittals:
A. Certificates. Submit the manufacturer's certificates giving the properties of steel proposed for
use. List the manufacturer's test number and heat number, chemical analysis, yield point, tensile
strength and percent elongation. Also identify on the certificates the proposed location of the
steel in the work.
B. Bill of Materials. Submit bills of materials to be reviewed with shop drawings.
C. Shop Drawings
1. Submit shop drawings according to Division 1, General Requirements. Show
reinforcement fabrication, bar placement location, splices, spacing and bar designation,
bar type, length size, bending number of bars, and other pertinent information, including
dimensions. Information must correspond directly to data listed on the bill of material.
2. Provide sufficient detail to permit placement of reinforcement without use of design
drawings. Reproduction of design drawings for use as shop drawings will not be
allowed. Begin fabrication of reinforcing steel after shop drawings have been reviewed
by the Engineer.
3. - Refer to ACI reference for detailing, locopn, yJWL
qftEplicing etc. of reinforcing steel to
be shown on shop drawings.
RECEIVED
JAN 16 2013 DCM WILMINGTON, NC
03200. DCM•MHD N O V 0 1 2012
CtTY

Rev 1.01
1.04 Handling and Storage: Store steel reinforcement above the ground on platforms, skids or other
supports. Protect reinforcing, as far as practicable, from mechanical injury, surface deterioration and
rusting caused by exposure to the weather.
Part 2 Products
2.01 Reinforcement:
A. Deformed Bars. Use deformed bars conforming to ASTM A 615, including supplementary
requirement S1, grade 60, except that stirrups and ties shall be grade 40.
B. Marking. Clearly mark all bars with waterproof tags showing the number of bars, size, mark,
length, and yield strength. Mark steel with the same designation as the member in which it
occurs. Key marks to the concrete placement number as designated in the concrete placement
sequence shown on the drawings.
C. Welded Wire Fabric. ASTM A 185, electrically -welded wire fabric of cold -drawn wire. Provide
gage and mesh size as shown.
2.02 Tie Wire_ Use 18-gage annealed steel for tie wire.
2.03 Accessories: Provide chairs, riser bars, ties and other accessories made of plastic or metal, except
as otherwise specified. Where concrete surfaces are exposed to the weather in finished work provide
concrete or plastic accessories only. Use of galvanized or plastic -tipped metal is not permitted in these
locations.
A. Expansion Joint Filler. Performed bituminous type conforming to ASTM D 994 or can fiber
asphalt impregnated type conforming to ASTM D 1751. Provide 3/4 inch thick filler unless
otherwise shown.
B. Joint Sealing Compound. Catalytically blow asphalt type. Gulf Seal No. 622 Special C-B
Asphalt Joint and Crack Filler as manufactured by Gulf States Asphalt Company, Inc., Houston,
Texas, or approved equal. Use Gulf States Asphalt Company Primer No. 207, or approved equal
for priming joints before pouring.
C. Bonding Agent. A.C. Horn Products, "Thiopoxy 62'; Sika Corporation, "Colma Bonding
Compound'; or Permajile Corporation, "Uniweld"; or approved equal.
D. Bond Breaker. 30-pound asphalt saturated felt.
Part 3 Execution
3.01 Notification: Notify the engineer at least 24 hours before concrete placement so that reinforcement
may be inspected and errors corrected without delaying the work.
Part 4 Payment_ No separate payment will be made for work performed under this section.
RECEIVED
JAN 16 2013
DCM-MHD CITY
03200.2
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.01
SECTION 03300
CAST -IN -PLACE CONCRETE
1.01 General: Concrete shall consist of a mixture of Portland cement aggregates and water,
proportioned in accordance with the requirements of this specification. Admixtures shall be included
with these primary ingredients only when specifically authorized.
Special Precautions in Freezing Weather:
2.01 Frozen Aggregates: Frozen aggregates or aggregates containing lumps of frozen material shall be
thawed before using.
2.02 Work in Freezing Weather: When the temperature falls below thirty-two (32) degrees Fahrenheit,
all the materials which enter into the construction of concrete work of any kind are to be thoroughly
heated and used while hot. This shall be accomplished by heating the aggregates and water with which
the concrete is mixed. As soon as the concrete is placed, it is to be protected from frost, either by
backfilling or covering with hay, straw or some similar substance, to a depth of at least one (P) foot. A
covering of canvas or boards will not be sufficient, but where steam is available and it is practical to cover
all exposed concrete with canvas and introduce steam under the canvas, it will be deemed a sufficient
protection. When the temperature falls to or below thirty-five (35) degrees Fahrenheit, no concrete work
of any kind is to be done except by special permission of the Engineer, and then strictly according to his
directions. Concrete shall be deposited on frosted or frozen subgrade.
Proportions and Consistency: In proportioning concrete materials one (1) bag (sack) of cement shall be
considered as being one (1) cubic foot volume and ninety-four (94) pounds weight.
3.01 Aggregates: The weight per unit volume of the aggregates shall be based on dry and rodded
weights determined in accordance with ASTM C-29 latest revision.
3.02 Water: Total or maximum water shall be considered as that including added water absorbed
(surface) water in the aggregates.
Water shall be measured by volume or weight. The device for the measurement of water shall be readily
adjustable under all operating conditions and shall be accurate to one-half (%2%) percent or less.
3.03 Cement: Cement shall be measured by weight when bulk cement is used and where in hatching it
is necessary to use a portion of a bag. Otherwise for bag cement, the bag weight of ninety-four (94)
pounds may be used. Cement shall not be weighed in the same batch box as the aggregates, but a separate
scale shall be used.
3.04 Admixtures: Powdered admixtures shall be measured by weight and liquid admixtures by weight
or volume.
3.05 Weighing Hoppers & Scales: Scales utilized in proportioning shall be either springless dial,
multiple beam type, or solid-state digital strain gauge transducer type. Scale gradations shall be no
greater than:
Aggregate Scales 301bs.
Cement Scales 6 lbs. RECENED
Water Scales 6 Ibs
JAN16-
033
DcM-M1m c1Tv
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

Rev 1.01
All scale indicators shall be enclosed against moisture and dust.
Weighing equipment shall be insulated against vibration and movement of other operating equipment in
the plant. When the entire plant is running, the scale reading at cut-off shall not vary more than I % for
cement, 1 % for water, 1 1/2% for any size of aggregate, nor 1 % for the total aggregate in any batch.
3.06 Consistency: The consistency of the concrete shall be determined by the slump test, hereinafter
referred to, and said mixes shall be of the consistency required by the Engineer; but the ratio of fine
aggregate to total aggregate shall be maintained as shown in Table I.
Mixing and Delivery: All concrete under this specification shall be machine mixed, where the volume to
be placed is equal to or greater than (1) cubic yard. Hand mixing may be allowed where the volume to be
placed is less than (1) cubic yard.
4.01 Misers: Mixers shall be stationary or truck mixers and shall conform with ASTM C-94 latest
revision. The mixer drum shall be of adequate size to accommodate the maximum batch and shall be
rotated at the rate specified by the manufacturer. The mixer shall be equipped with an automatic timing
device to prevent discharge of the concrete until the specified mixing time has elapsed. In lieu of an
automatic timing device, the Contractor may elect to use a stop watch in the hands of a reliable worker.
4.02 Mixing Time: The minimum mixing time for batches of one (1) cubic yard capacity or less shall be
one (1) minute; for larger capacity of mixes this mixing time shall be increased at the rate of one-half (%)
minute for each cubic yard or fraction thereof additional capacity.
The mixing time shall be measured from the time that all of the materials and one-half (%z) of the water
are in the drum. The water shall not be added faster than consuming ten (10) complete drum revolutions.
4.03 Central Plant Ready Mix Concrete Delivery: Central Plant Ready Mix Concrete shall be
delivered to the work site at the specified consistency in watertight containers in which segregation will
not take place and from which the concrete can be discharged freely.
4.03.1 Delivery Period: Central Plant Ready Mix Concrete shall be delivered to the work site and
pouring begun within a period of one and one half (1 %,) hours after the introduction of mixing the water
to the dry materials.
4.03.2 Cold Weather Delivery: Concrete delivered in out of door temperature lower than forty (40)
degrees shall arrive at the work having a temperature of not less than sixty (60) degrees F., nor greater
than one hundred (100) degrees F.
4.04 Hand Mixing: Hand mixing shall be permitted when the amount of concrete required for any job is
less than one (1) cubic yard. Hand mixed concrete shall be mixed on a watertight platform or in a mortar
box in batches not to exceed 1/3 cubic yards each. The aggregate shall first be spread in a uniform layer
over which the required quantity of cement shall be evenly distributed. The entire batch shall be turned
with shovels until the ingredients are thoroughly blended before adding the water. After adding the
proper amount of water, the batch shall again be turned with shovels until a uniform consistency is
obtained. Methods of hand mixing which allow the loss of mixing water will not be permitted.
Inspection: Proper facilities shall be provided for the inspection and sampling of concrete at the mixing
plant, loading plant, and place of delivery.
The manufactureshaTlafford the inspector, without charge to the CFPUA, all reasonable facilities for
RECEIVED
JAN 16 2013 DCM WILMINGTON, NC
03300.2
Nov 0 1 2012
DCM-MAD C17'Y

M
Rev 1.01
securing samples to determine if the concrete is being furnished in accordance with the requirements of
this specification. All inspection and sampling shall be so conducted as not to interfere unnecessarily
with the manufacture and delivery of the concrete.
6.01 Handling and Placing Concrete: No concrete shall be used which does not reach its final position
in the forms within one (1) hour after water is first added to the mix, except when concrete is continually
agitated, when the time may be extended to one and one-half (1 %) hours. Concrete shall be placed so as
to avoid segregation of the materials and the displacement of the reinforcement. The use of long chutes
for conveying concrete from the mixer will be permitted only on written authority of the Engineer. In
case an inferior quality of concrete is produced by the use of chutes, the Engineer may order
discontinuance of their use and the substitution of a satisfactory method of placing. Open troughs and
chutes shall be of metal or metal lines; where steep slopes are required, the chutes shall be equipped with
baffle boards or be in short lengths that reverse the direction of movement. All chutes, troughs and pipes
shall be kept free from coatings of hardened concrete by thoroughly flushing with water after each run;
water used for flushing shall be discharged clear of the concrete already in place. Concrete shall not be
dropped a distance of more than five (5) feet, and special care shall be taken to fill each part of the form
by depositing the concrete as near final position as possible. The coarse aggregate shall be worked back
from the face and the concrete forced around the reinforcement without displacing the bars. After initial
set of the concrete, the forms shall not be jarred and no strain shall be placed on the ends of the projecting
reinforcement. Concrete shall be compacted by continuous working with a suitable tool or by vibrating
the forms in a manner acceptable to the Engineer; the mortar shall be flushed to the surface by the use of a
suitable spading tool. If puddling cannot be done because of the obstruction of reinforcement or other
cause, compacting shall be accomplished by vibrating the form in a manner satisfactory to the Engineer.
Concrete shall be placed in horizontal layers not more than twelve (12") thick, except as hereinafter
provided. When less than a complete layer is placed in one operation, it shall be terminated in a vertical
bulkhead. Each layer shall be placed and compacted before the preceding batch has taken initial set to
prevent injury to the green concrete and avoid surfaces of separation between the batches. Each layer
shall be compacted so as to void the formation of a construction joint with a preceding layer which has
not taken initial set. When placing of concrete is temporarily discontinued, the concrete, after becoming
firm enough to sustain its form, shall be cleaned of laitance and other objectionable material to a
sufficient depth to expose sound concrete. To avoid visible joints as far as possible upon exposed faces,
the top surface of the concrete adjacent to the form shall be smoothed with a trowel. Where a "Feather
Edge" might be produced at a construction joint, inset form work shall be used to form the preceding
layer so that the thickness of the edge shall be not less than six (6") inches. Work shall not be
discontinued within eighteen (18") inches thick, in which case, if permitted by the Engineer, the
construction joint maybe made at the underside of the coping. Construction joints shall be placed across
regions of low shearing stress, in locations which will be hidden from view to the greatest possible extent,
and at only the locations shown on the plans or as directed by the Engineer. All concrete shall be placed
so as to be properly finished and curing begun during the daylight hours. At no time shall concrete be
placed which will require the finishing, etc., to be performed by artificial light. Paving operations shall be
as scheduled by the Engineer.
Finishing and Curing of Concrete:
7.01 Finishing: Concrete for curb, curb and gutter, sidewalk and driveways shall have a broomed finish.
This finish shall be accomplished as follows: The surface shall be screened and tamped with a special
tool to force the coarse aggregate away from the surface, floated to bring the surface to the required finish
level, steel -troweling to an even smooth surface and brooming with a fibre -bristle brush. The surface
shall be of uniform texture. RECEIVED
JAN 16 1-3 RECEIVED
0 0.3 DCM WILMINGTON, NC
DCM-MHD crrY N 0 V 0 1 2012

Rev 1.01
7.02 Curing: Curing shall be accomplished by preventing loss of moisture, rapid temperature change,
and mechanical injury or injury from rain or flowing water for a period of 7 days when normal Portland
cement has been used or 3 days when high -early -strength Portland cement has been used. Curing shall be
started as soon after placing and finishing as free water has disappeared from the surface of the concrete.
Curing may be accomplished by any of the following methods or combination thereof, as approved.
7.02.1 Moist Curing: Uniformed surfaces shall be covered with burlap, cotton, or other approved fabric
mats, or with sand and shall be kept continually wet. Forms shall be kept continually wet and if removed
before the end of the curing period, curing shall be continued as on uniformed surfaces, using suitable
materials. Burlap shall be used only on surfaces which will be unexposed in the finished work and shall
be in two layers.
7.02.2 Waterproof -Paper Curing: Surfaces shall be covered with waterproof paper lapped 4 inches at
edges and ends and sealed with masting or pressure -sensitive tape not less than 1 %, inches wide. Paper
shall be weighted to prevent displacement, and tears and holes appearing during the curing period shall be
immediately repaired by patching.
7.02.3 Membrane -Curing Method: The entire exposed surfaces shall be covered with a pigmented
membrane -forming curing compound approved by the Engineer. The curing compound shall be applied
in two coats by hand operated pressure
sprayers at a coverage of approximately 200 square feet per gallon for both coats. The second coat shall
be applied in a direction approximately at right angles to the direction of application of the first coat. The
compound shall form a uniform, continuous, coherent film that will not check, crack, or peel and shall be
free from pinholes or other imperfections. Concrete surfaces to which membrane -curing compounds have
been applied shall be adequately protected for 7 days from pedestrian and vehicular traffic and from any
other action which might disrupt the
continuity of the membrane. Any area covered with curing compound and damaged by subsequent
construction operations within the 7-day curing period shall be resprayed at no additional expense to the
CFPUA.
8.01 Table I - Recommended Proportions of Aggregates
Ratio of Fine (*) to Total Aggregate on
Maximum Size of Coarse
Basis of Dry, Compacted Columns,
Aggregate - Inches
Measured Separately
Minimum Maximum
3/8"
0.55 0.70
3/4"
0.40 0.60
1" and over
0.30 0.50
(*) Note: The finer the sand, the lower will be the percentage required.
Part 9 Table II - Concrete Proportions and Strength Requirements
Min. Comp.11Rtelob Type Max. Water Min Cement
per Concrete Sq.In. At of Gals. Per Bags per 1 Lb.
JAN 16 2013 RECEIVED
03300.4 DCM WILMINGTON, NC
DM-" Derry NOV 0 1 2012

w
Rev 1.01
Classification Construction Bag Cement Cubic Yard 28
Days
AA Reinforced Piles, Thin Walls
Light Structural Members 5 %2 6 3/4 4000
A Reinforced Retaining Walls,
Sewers, except Cradles, Side-
walks, Driveways and Curbs 6 3/4 5 3/4 3000
B Retaining Walls non Rein-
forced, Cradles for Sewers 7'/2 5 1/4 2500
C Additional Foundation, Mass
Work Not Exposed to the
Weather, Trench Paving 8 1/4 4 1/4 2000
Section 10.0 Sampling and Testing: All sampling, curing and testing of Portland Cement concrete shall
be in accordance with the current ASTM designation applicable to each case as listed in the subsections.
Not less than three cylinders shall be taken for testing at any one time. Unless otherwise directed by the
Engineer, three cylinders shall be taken for breaking at seven days and three cylinders taken for breaking
at twenty-eight (28) days from each batch to be tested. The cost of concrete for samples is to be
considered incidental testing company. The Owner will pay the costs of the initial tests. Any retests will
be paid by the Contractor.
10.1 SAMPLING FRESH CONCRETE: C172 - Latest Revision
10.2 OBTAINING DRILLED CORES: C42 - Latest Revision
10.3 MOLDING AND CURING SPECIMENS: C31 - Latest Revision
10.4 COMPRESSING STRENGTH: C39 - Latest Revision
10.5 FLEXURAL STRENGTH: C78 - Latest Revision
10.6 SLUMP: C143 - Latest Revision
10.7 AIR CONTENT: C173 or C231 - Latest Revision
10.8 UNIT WEIGHT YIELD: C138 - Latest Revision
10.9 SETTING OF MORTAR: C191 or C266 - Latest Revision
Part 11 PAYMENT: No separate payment for concrete will be made.
03300.5
RECEIVED
DCM-MHD CITY
RECEIVED
DCM WILMINGTON, NC
Nov 0 1 2012

THIS PAGE IS INTENTIONALLY LEFT BLANK

�DICKSON
community Infrastructure consultants
January 2, 2012
Robb Mairs
NCDENR - Division of Coastal Management
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extension
CAMA Major Permit Application
WKD Project Number 00010056.04.WL
Dear Mr. Mairs:
J41V 0
On behalf of the Cape Fear Public Utility Authority (CFPUA), we are pleased to submit additional
information in support of the CAMA Major Permit application for the Masonboro Sound Water and Sewer
Extension. Enclosed are the following:
1. Form MP-3 Upland Development;
2. Form MP-5 Bridges and Culverts; and
3. One copy of 11" x 17" plan sheets with the correct scale for plan and profile.
Thank you for your assistance with this project. If you have any questions, please contact me at
[phone] or [e-mail].
Sincerely,
W.
K. Dickson & Co., Inc.
T. Carter Hubard, P.E., Project Manager
Enclosures
cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
909 Market Street
Wilmington, NC 28401
Tel. [phone]
Fax [phone]
www.wkdickson.com
RECEIVED
JAN 16 2013
r k4M
RECEIVED
JAN 0 2 2013
DCM WILMINGTON, NC
Transportation 9 Water Resources • Urban Development • Geomatics

Mairs, Robb L
From:
Mairs, Robb L
Sent:
Friday, December 28, 2012 11:17 AM
To:
'Carter Hubard'
Cc:
Simpson, Shaun
Subject:
RE: Masonboro Sound Major
Attachments:
cfpua masonboro sound ext. 11.12.pdf
Thanks Carter for sending these over. Could you please sign and date the updated forms that will be replacing the
originals as well? Also, I just left you a voice message as well. Shaun Simpson and I went through the additional info.
you provided for the application and do not see the updated drawings as requested on Section 2. Page 2 of my attached
additional info. request dated November 141h. I believe you indicated that these were done, but the only drawings we
did receive were multiple copies of Sheet 1-1A, which were associated with the notification letters to the properties
owners.
Thanks and give me or Shaun a call if you have any questions. Shaun can be reached at 796-7226.
Robb
From: Carter Hubard[mailto:tchubard(&wkdickson.com]
Sent: Friday, December 28, 2012 10:49 AM
To: Mairs, Robb L
Subject: Masonboro Sound Major
We rechecked the impervious area for the upland development form MP-3. the pump station and gravel drive is inside
the AEC line. The numbers for impervious surfaces inside and outside the AEC line and what we have in the form (0.4%)
is accurate.
Revised MP-5 attached
Please let me know if you want hard copy or see something
Thanks
T. Carter Hubard, P.E.
Project Manager
W.K. Dickson & Co., Inc.
909 Market Street
Wilmington, NC 28401
910-762-4200
F910-762-4201
www.WKDickson.com
RECEIVED
J 6 Z013 'i
ll
DCM-MHDCffy

rDIICKSON
community Introstructure consultants
December 19, 2012
Robb Mairs
NCDENR - Division of Coastal Management
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extension
CAMA Major Permit Application
WKD Project Number 00010056.04.WL
Dear Mr. Mairs:
on behalf of the Cape Fear Public Utility Authority (CFPUA), we are pleased to submit additional
information in support of the CAMA Major Permit application for the Masonboro Sound Water and Sewer
Extension. Enclosed are the following:
1. List of the easements for the project;
2. Copies of letters to owners of properties with ongoing easement negotiation; and
3. Copies of the easement documents.
Thank you for your assistance with this project. If you have any questions, please contact me at
(910) 7624200 or [e-mail].
Sincerely,
W. K. Dickson & Co., Inc.
T. Carter Hubard, P.E., Project Manager
Enclosures
CC: Mr. Jamison Fair, Cape Fear Public Utility Authority
9ui1 Morkol Vnrl
Wilnunglon, u( 28401
l el. 910.762.-1200
1-,1\ 910.762.4201
www.wkdI, k,,m.r om
RECEIVED
�i
i
i JAiv J 6 jnt3
DCM-MHD CITY
RECEIVED
DEC 19 2012
DCWi VVILMINGI"said, 0C
I an.irnrl,It i un • WaIor Rv,mlITP, • I I r If, ln Dovelol❑nonl 0 (i(`Unlal it •.

NCDENR
North Carolina Department of Environment and
Division of Coastal Management
Beverly Eaves Perdue Braxton C. Davis
Governor Director
November 14, 2012
SENT VIA EMAIL
Mr. T. Carter Hubard
c/o WK Dickson & Co., Inc.
909 Market Street
Wilmington, North Carolina 28401
Natural Resources
RE: CAMA Major Development Permit Application
Cape Fear Public Utility Authority- Masonboro Sound Road Water and Sewer Extensions
Wilmington, in New Hanover County
Dear Mr. Hubard:
Dee Freeman
Secretary
The Division of Coastal Management hereby acknowledges receipt of your application, acting as agent for the Cape Fear
Public Utility Authority, for state approval for a CAMA Major Development Permit for the Masonboro Sound Road
Water and Sewer Extensions. However, your application lacks information necessary to complete processing. The
attached checklist indicates the deficiencies of your application. If you respond within three working days from the date
of this fax or E-mail, or within five days from the receipt of this letter with the required additional information, processing
of your application will promptly continue and will not be placed on hold. If you are not able to respond within three or
five days, your application will not be accepted as complete for processing. Additional information may be required
pending further review by the fifteen (15) review agencies. The attached checklist indicates the deficiencies of your
application.
Sincerely,
PobbL.!�airs RECEIVED
Field Representatives
cc: Doug Huggett
Wilmington Files
ACM-MHD CnTY
127 Cardinal Drive Ext., Wilmington, NC 28405 One
Phone: [phone] \ FAX: [phone] Internet: www,nccoastalmanagement.net NO Carolina
An Equal opportunity \ Affirmative Action Employer atura!!I�

Cape Fear Public Utility Authority
CHECKLIST OF ADDITIONAL INFORMATION AND RECOMMENDATIONS FOR PROCESSING
APPLICATION
1. PERMIT APPLICATION FORMS
Not all questions on the application have been answered, or indicated as "not applicable." Please address the following
items:
,/ • Form DCM-MP-1:
• Number 6 f, please attach a list of all the names and addresses of the riparian property owners
within and adjacent to the project area. In our 7/5/2012 pre -application meeting at this office,
DCM determined that all property owners within the project area and just outside the project area
were to be notified with the project narrative with DCM contact information and the overall site
plan.
Form DCM-MP-3:
• g. and i. Please clarify or include the proposed % of the AEC or tract to be covered by impervious
area and if it includes the 12 foot gravel access road to the proposed pump -station.
Form DCM-MP-S:
• Section 3 b.(i). Please complete this section
• Section 3 f.(i) Please clarify/correct this section. Plans indicate that the proposed culverts and rip -
rap check dams would be located within the existing RPW in this location for the proposed pump
station.
2. TOP OR PLAN VIEW AND CROSS SECTION DRAWINGS
Your application must include drawings (both plan view and side view) showing the following:
The work plans must be accurately drawn to scale (V = 200' or less) (example: V = 30', 1" = 50',
1" = 100', etc.). It appears that some of the work plans have been reduced to fit both the plan and
profile drawings on the provided 11"xl7" sheets. It is advisable to have separate top view and
cross section drawings to correct the scale and clarify the drawings for the review agencies. If
blue prints or sheets larger than I I" x 17" are used to address the scale on these plans, 27 copies
must be submitted (it may be advisable to request that a CAMA field representative inspect a
final copy of the work plan drawing(s) prior to making the required 27 copies).
• The Area of Environmental Concern (AEC) boundary (example: 575 foot or 75-foot Estuarine
Shoreline AEC) and the 30-foot Coastal Shoreline Buffer. The AEC within Whiskey Creek
transitions from SA-ORW to SA within the project location, approximately at the Kirkum
property. The AEC boundary would extend landward a distance of 75 feet from the mean high
water (MHW) boundary at this location.
OTHER REQUIRED INFORMATION
Project Narrative- Please provide an updated project narrative sheet as submitted in the July
2012 scoping meeting that was held at our office. As discussed in an 8/9/2012 pre -application
meeting, please include a description and location of the existing septic treatment systems within
the project area and the plan to the existing systems once the proposed dumiamis completed.
Please include that the DCM verified the Coastal Wetland boundaty on an 8/22/2012 site visit.
e
JA : 1 6 LU13
DCM-MHD CI7'Lr

Cape Fear Public Utility Authority
Adjacent Property Owner Notification -Certified letters (Return Receipt Requested) with the
copies of the permit application package (permit application forms and appropriate work plan
drawings) must be sent to all adjacent property owners as stated above. The signed return
receipt(s) must be provided with the permit application.
RECEIVED
JA!; 16 2013
DCM-MHD Cyr

�DICKSON
community Infrastructure consultants
November 1, 2012
Robb Mairs
NCDENR - Division of Coastal Management
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extension
CAMA Major Permit Application
WKD Project Number 00010056.04.WL
Dear Mr. Mairs:
RECE!`I"Il)
NOV 0 1 2012
DCM WILMINGTONNC
On behalf of the Cape Fear Public Utility Authority (CFPUA), we are pleased to submit for your review an
Application for Major Development Permit. CFPUA is extending its water distribution system and sanitary
sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area as required
by general statute. The project consists of water and sewer main extensions, generally within public rights -
of -way, to provide adequate water service and fire protection and sanitary sewer service to the citizens in
the annexation area.
The extensions to the water distribution system and sewer collection system will be owned, operated and
maintained by the CFPUA. The scope of this project extends only to the construction of the
aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas necessary
for proper installation of the proposed utilities. Denuded areas will be revegetated on a stabilize -as -you -go
basis to the extent practicable.
We have attached the following in support of the Major Development Permit:
1. Check in the amount of $400.00 for the application fee.
2. Form MP-1 Application for Major Development Permit.
3. Form MP-2 Excavation and Fill.
4. Form MP-3 Upland Development.
5. Form MP-5 Bridges and Culverts.
6. One copy of certified mail receipts and letters sent to neighboring property owners.
7. One 11 x17 copy of the project plan sheets.
B. One copy of specifications. RECEIVED
J/: , 1 6 M
DCM-MHD CITY
RECEIVED
orn)'rldrl,ri �iwoi DCM WILMINGTON, NC
\1 ilnnn"pm.\( '8401
IrI 91).702420) NOV 0 1 2012
�c�rw nkdl. L.un inin I:,,i: y,�n i,iin�n . A.di I: r"w''r.. l dkw I)r"l���nnrn; . l,�•untdu.

r
Mr. Robb Mairs
November 1, 2012
Page 2
Thank you for your attention in this matter. If you have any questions, please contact me at (910) 7624200
or [e-mail].
Sincerely,
W. K. Dickson ckson & Co
T. Carter Hubard, P.E., Project Manager
Enclosures
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012
RECEIVED
J/ 1 6 2013
DCM-Mo CITY

�DICKSON
community Infrastructure consultants
October 11, 2012
Rev. Henry Nutt Parsley
7625 Masonboro Sound Road
Wilmington, North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
Adjacent Riparian Property Owner
WKD Project Number 00010056.04.WL
Dear Rev. Parsley:
You are receiving this letter as a notification of proposed work adjacent to your property. Please
review the enclosed project narrative and project layout drawing documents and provide any
comments that you may have. If you have no objections to the proposed project please return the
attached Adjacent Property Owner Notification Form with your signature. Land owners are advised
that they have 10 days in which to submit comments on the proposed project to the Division of
Coastal Management (see attached form).
The Cape Fear Public Utility Authority (CFPUA) is extending its water distribution system and sanitary
sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area. The
project consists of water and sewer main extensions, generally within public rights -of -way, to provide
adequate water service and fire protection and sanitary sewer service to the citizens in the annexation
area.
The extensions of the water distribution system and sewer collection system will be owned, operated
and maintained by the CFPUA. The scope of this project extends only to the construction of the
aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas
necessary for proper installation of the proposed utilities. Denuded areas will be re -vegetated on a
stabilize -as -you -go basis to the extent practicable. Impacts of construction will be temporary as the
utility excavation ground surface will be restored to original grade.
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012
RECEIVED
909 Market Street JArd 1 6 2013
Wilmington, NC 28401
Tel. [phone] DCM-MIiD CITY
fax [phone]
w. v.wkf ickson.com Transportation 0 Water Resources . Urban Development . Geomatics

Rev. Henry Nutt Parsley
October 11, 2012
Page 2
Thank you for your time in this matter. Please feel free to contact us if you have any questions.
Sincerely,
vWX Di5kjon & Co., Inc.
T. Carter Hubard, P.E., Protect Manager
Enclosures: As noted.
909 Markrl Street
Wilmington, NC 2WI
Tel. 910,762.4200
Fax 9 t0.762.4201
w"w.wkdiekson.rom
RECEIVED
JAN 16 P013
DCM-MHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012
4111114nxtation 0 Water Recoutces • Urban Development 9 Geomalics

CERTIFIED MAIL • RETURN RECEIPT REQUESTED
DIVISION OF COASTAL MANAGEMENT
ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATION/WAIVER FORM
Name of Property Owner: Rev. Henry Nutt Parsley
Address of Property:
Agent's Name #:
Agent's phone #:
7625 Masonboro Sound Road, Wilmington, North Carolina 28409
(Lot or Street #, Street or Road, City & County)
Mailing Address:
I hereby certify that I own property adjacent to the above referenced property. The individual
applying for this permit has described to me as shown on the attached drawing the development
they are proposing. A description or drawing with dimensions, must be provided with this letter.
I have no objections to this proposal. I have objections to this proposal.
If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in
writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext.,
Wilmington, NC, 28405.3845. DCM representatives can also be contacted at [phone]. No response is
considered the same as no objection if you have been notified by Certified Mail.
WAIVER SECTION
I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set
back a minimum distance of 15' from my area of riparian access unless waived by me. (If you
wish to waive the setback, you must initial the appropriate blank below.)
I do wish to waive the 15' setback requirement.
I do not wish to waive the 15' setback requirement.
(Property Owner Information)
Signalure
Print or Type Name
Mailing Address
City/State2ip
Telephone Number
Date
(Adjacent Property Owner Information)
Signature
JAt! 1
Print or Type Name
DCM-MRD CITY
Mailing Address
RECEIVED
City/State2ip DCM WILMINGTON, NC
Telephone Number ninu 0 1 2012
Dale
Revised 611812012

RECEIVED
OCT 2 9 2012
CERTIFIED MAIL • RETURN RECEIPT REQUESTED
W K DICKSON
DIVISION OF COASTAL MANAGEMENT
ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATIONIWAIVER FORM
Name of Property Owner: Ri: /Zcy. /4 NvV m ALk-Sl-"
7-GZS
Address of Property: xak—Maaonboro Sound Road, Wilmington, North Carolina 28409
Agent's Name #:
Agent's phone #:
(Lot or Street #, Street or Road, City & County)
Mailing Address:
I hereby certify that I own property adjacent to the above referenced property. The individual
applying for this permit has described to me as shown on the attached drawing the development
they are proposing. A description or drawing, with dimensions must be provided with this letter.
I//I have no objections to this proposal. 1 have objections to this proposal.
If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in
writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext.,
Wilmington, NC, 28405-3845. DCM representatives can also be contacted at [phone]. No response is
considered the same as no objection if you have been notified by Certified Mail
WAIVER SECTION
I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set
back a minimum distance of 15' from my area of riparian access unless waived by me. (If you
wish to waive the setback, you must initial the appropriate blank below.)
I do wish to waive the 15' setback requirement.
I do not wish to waive the 15' setback requirement.
(Property Owner Information)
�-
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N v N. oxvs 14
Print or TypeI Name
C f , l� i-( [ C el
Matting Address
n
( iryistate z
Zk 3- . -�-y C. f `! 2.6
Telephone Number
(Adjacent Property Owner Information)
Signature
Punt or Type Name
RECEIVED
Mailing Address
JAN 16 2013
Ctty/StatelZ/p
DCM-MfW CtfY
Telephone Number
Date
Rev AD)MV E D
DCM WILMINGTON, NC
NOV 0 1 2012

I
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Er r s4 L V �
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Ir
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RECEIVED
JAN 16 iu13
DCM-MRD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012

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MASONSORO SOUND ROAD PROJECT LAYOUT ' 1A
WATER AND SEWER NO.

�DIICKSON
community infrastructure consultants
October 11, 2012
Mr. Karl O. Pierce, Jr.
7321 Masonboro Sound Road
Wilmington, North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
Adjacent Riparian Property Owner
WKD Project Number 00010056.04.WL
Dear Mr. Pierce, Jr.:
You are receiving this letter as a notification of proposed work adjacent to your property. Please
review the enclosed project narrative and project layout drawing documents and provide any
comments that you may have. If you have no objections to the proposed project please return the
attached Adjacent Property Owner Notification Form with your signature. Land owners are advised
that they have 10 days in which to submit comments on the proposed project to the Division of
Coastal Management (see attached form).
The Cape Fear Public Utility Authority (CFPUA) is extending its water distribution system and sanitary
sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area. The
project consists of water and sewer main extensions, generally within public rights -of -way, to provide
adequate water service and fire protection and sanitary sewer service to the citizens in the annexation
area.
The extensions of the water distribution system and sewer collection system will be owned, operated
and maintained by the CFPUA. The scope of this project extends only to the construction of the
aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas
necessary for proper installation of the proposed utilities. Denuded areas will be re -vegetated on a
stabilize -as -you -go basis to the extent practicable. Impacts of construction will be temporary as the
utility excavation ground surface will be restored to original grade.
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012
RECEIVED
909 Market Street
Wilmington, NC 28401
TH.910.762.4200 JAN 16 2013
Fax 910.762.A201
www.wkrtickson.com transportation . 1Natrer Resources * Urban Development • Gt nnalick
DCM-MHD CTTy

Mr. Karl O. Pierce, Jr.
October 11, 2012
Page 2
Thank you for your time in this matter. Please feel free to contact us if you have any questions.
Sincerely,
W.K. Dickson & ,Co., Inc.
/
T. Carter Hubard, P.E., Project Manager
Enclosures: As noted.
RECEIVED
DCM WILMINGTON, NC
NOV 0 12012
RECEIVED
909 Market Street
Wilmington, NC 28401
Tel.[phone]
JAN 16 2013
Fax 910,762,4201
www.wkdkkson.com
Transportation . Water Resources • Urban Development • Geomatics
DCM-MHD CITY

CERTIFIED MAIL - RETURN RECEIPT REQUESTED
DIVISION OF COASTAL MANAGEMENT
ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATIONIWAIVER FORM
Name of Property Owner: Mr. Karl 0. Pierce, Jr.
Address of Property: 7321 Masonboro Sound Road, Wilmington, North Carolina 28409
Agent's Name #:
Agent's phone #:
(Lot or Street #, Street or Road, City & County)
Mailing Address:
I hereby certify that I own property adjacent to the above referenced property. The individual
applying for this permit has described to me as shown on the attached drawing the development
they are proposing. A description or drawing with dimensions, must be provided with this letter.
I have no objections to this proposal. _ I have objections to this proposal.
If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in
writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext.,
Wilmington, NC, 28405-3845. DCM representatives can also be contacted at [phone]. No response is
considered the same as no objection if you have been notified by Certified Mail.
WAIVER SECTION
I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set
back a minimum distance of 15' from my area of riparian access unless waived by me. (If you
wish to waive the setback, you must initial the appropriate blank below.)
I do wish to waive the 15' setback requirement.
I do not wish to waive the 15' setback requirement.
(Property Owner Information)
Signature
Print or Type Name
Mailing Address
City/State/Zip
Telephone Number
Date
(Adjacent Property Owner Information)
Signature
Print or Type Name
RECEIVED
Mailing Address F)CM WILMINGTON, NC
City/StatelZip
0 1 2012
RECEIVED
Telephone Number
Date
JAN 16
Revised 6/IKW CITY

4
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$1.10
0402
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postage
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$2.95
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(Endorsement Required)
$2.35
Here
0
Restricted DelNery Fee
(Endorsement Required)
$0.00
O
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Postage a Fees
$
$6.40
10/12/2012
rU
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Sent To
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■ Complete items 1, 2, and 3. Also complete
item 4 If Restricted Delivery Is desired.
■ Print your name and address on the reverse
so that we can return the card to you.
■ Attach this card to the back of the mailplece,
or on the front If space permits.
1. Article Addressed to:
MR• rA It, L G. PIEI«-'EI71Z
7 32► mAsotj13aK-o souA0 r�
yatt t f.IG ibN2 NC. da'949
M. aiynar
❑ Agent
X 0 (lGt re
B. {tnceived by (PdrIftV Name) C. Date of De�
D. Is delivery address different from Rem 17
If YES, "enter delivery address belQyrY
3. SeVlce Type
❑ Certified Mall ❑ Express Mail
❑ Registered O Return Receipt for Merchandise
i
❑ Insured Mall ❑ C.O.D.
4. Restricted Delivery? (Extra Fee) ❑ Yes
2. Article Number -
(rransfer from service labef)
PS Form 3811, February 2004 Domestic Return Recelpt
102595-02,M-1540
RECEIVED
DCM WILMINGTON, NC
N06&ITEIVED
INGTON, NC
NOV 0 1 2012
RECEIVED
JAN 16 2013
DCM,MRDCrrY

i� CKSON
community infrastructure consultants
October 11, 2012
Rev. Walter L. Parsley
7531 Masonboro Sound Road
Wilmington, North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
Adjacent Riparian Property Owner
WKD Project Number 00010056.04.WL
Dear Rev. Parsley:
You are receiving this letter as a notification of proposed work adjacent to your property. Please
review the enclosed project narrative and project layout drawing documents and provide any
comments that you may have. If you have no objections to the proposed project please return the
attached Adjacent Property Owner Notification Form with your signature. Land owners are advised
that they have 10 days in which to submit comments on the proposed project to the Division of
Coastal Management (see attached form).
The Cape Fear Public Utility Authority (CFPUA) is extending its water distribution system and sanitary
sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area. The
project consists of water and sewer main extensions, generally within public rights -of -way, to provide
adequate water service and fire protection and sanitary sewer service to the citizens in the annexation
area.
The extensions of the water distribution system and sewer collection system will be owned, operated
and maintained by the CFPUA. The scope of this project extends only to the construction of the
aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas
necessary for proper installation of the proposed utilities. Denuded areas will be re -vegetated on a
stabilize -as -you -go basis to the extent practicable. Impacts of construction will be temporary as the
utility excavation ground surface will be restored to original grade. RECENED
JAN 16 M3
DCM-MHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012
909 Marko <twol
\M1'ilming7on. tiC 28401
I0. (IM762 4200
Fay 910.762.4201
wWw wk(N kson.(om I an.purtatinn . Vd,ilm Resourrzc, • Urban Developmrni • Geommics

Rev. Walter L. Parsley
October 11, 2012
Page 2
Thank you for your time in this matter. Please feel free to contact us if you have any questions.
Sincerely,
W.K. Dickson & Clo'.,/Inc. Q
T. Carter Hubard, P.E., Project Manager
Enclosures: As noted.
RECEIVED
a
JAN 16 l013
DCM-MHD CITY
RECEIVED
DCM WILMINGTON, NO
NOV 0 12012
9D9 Market Street
Wilmington, NC 228401
Tel. [phone]
Fax [phone]
www.wk(lickson.com transportation • Water Resources • Urban Development • Geomatics

CERTIFIED MAIL • RETURN RECEIPT REQUESTED
DIVISION OF COASTAL MANAGEMENT
ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATIONIWAIVER FORM
Name of Property Owner: Rev. Walter L. Parsley
Address of Property:
Agent's Name #:
Agent's phone #:
7531 Masonboro Sound Road, Wilmington, North Carolina 28409
(Lot or Street #, Street or Road, City & County)
Mailing Address:
I hereby certify that I own property adjacent to the above referenced property. The individual
applying for this permit has described to me as shown on the attached drawing the development
they are proposing. A description or drawing, with dimensions, must be provided with this letter.
I have no objections to this proposal. I have objections to this proposal.
If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in
writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext.,
Wilmington, NC, 28405.3845. DCM representatives can also be contacted at [phone]. No response is
considered the same as no objection if you have been notified by Certified Mail,
WAIVER SECTION
I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set
back a minimum distance of 15' from my area of riparian access unless waived by me. (If you
wish to waive the setback, you must initial the appropriate blank below.)
I do wish to waive the 15' setback requirement.
I do not wish to waive the 15' setback requirement.
(Property Owner Information)
Signature
Print or Type Name
Mailing Address
City/state/Zip
Telephone Number
Date
(Adjacent Property Owner Information)
RECEIVED
Signature`
JANI -! 6 /W3
Print or Type Name
DCM-MHDCITY
Mailing Address
RECEIVED
City/statelzip DCVWMINGTON, NC
NOV o 1 2012
Telephone Number
Dure
Revised 6/18/2012

V
■ Complete items-1. 2,.and 3. Also Go, 6
item 4 if Restricted Delivery Is d '
■ Print your name and address reverse
so that we can return the ca ou. t�
■ Attach this card to the back o mail,
or on the front if space permi 2
i. Article Addressed to:
F,Ev • wAL-I"IEK L-. PRtZsLc
1AA5 a N B6 P-fl 5'" O f
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nnted ame) C. Date Deivery
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address different m item 17 es
erdelivery lIaddress below: 0�No
�'45a'60Yo S#tA Ld 12.d
,..sy'�-INC yS�io9
3. Service Type
❑ Certlfled Mall ❑ Express Mall
❑ Registered ❑ Return Receipt for Merchandise
❑ Insured Mail ❑ C.O.D.
4. Restricted Delivery? (Fxba Fee) ❑ Yes
2, Article Number
(Fransfer from servlc 7011 2000 0001 9599 363
PS Form 3811, February 2004 Domestic Return Receipt
102595-02-M-1540
Postal
CERTIFIED IVIAIL�
RECEIPT
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m
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WillWILf1111f,TON
I A L U$ E
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Here
Restricted Delivery Fes
(Endorsemem Required)
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Total Postage &Few
$
$6.40
10/12/2012
ru
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W I LM N_O
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RECEIVED
JAN 16 2013
DCM MRD CITY
r
RECEIVED
DCM WILMINGTON, NC
NOV 0t2012

WDICKSON
:community Infrastructure consultonts
October 11, 2012
Mr. James H. Bailey
8115 Masonboro Sound Road
Wilmington, North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
Adjacent Riparian Property Owner
WKD Project Number 00010056.04.WL
Dear Mr. Bailey:
You are receiving this letter as a notification of proposed work adjacent to your property. Please
review the enclosed project narrative and project layout drawing documents and provide any
comments that you may have. If you have no objections to the proposed project please return the
attached Adjacent Property Owner Notification Form with your signature. Land owners are advised
that they have 10 days in which to submit comments on the proposed project to the Division of
Coastal Management (see attached form).
The Cape Fear Public Utility Authority (CFPUA) is extending its water distribution system and sanitary
sewer collection system to serve citizens within the City of Wilmington's 1998 Annexation Area. The
project consists of water and sewer main extensions, generally within public rights -of -way, to provide
adequate water service and fire protection and sanitary sewer service to the citizens in the annexation
area.
The extensions of the water distribution system and sewer collection system will be owned, operated
and maintained by the CFPUA. The scope of this project extends only to the construction of the
aforementioned utilities. Clearing, grubbing and grading activities will be limited to those areas
necessary for proper installation of the proposed utilities. Denuded areas will be re -vegetated on a
stabilize -as -you -go basis to the extent practicable. Impacts of construction will be temporary as the
utility excavation ground surface will be restored to original grade.
909 Market Street
Wilmington, NC 28401
Tel.910.762,4200
Fax 910:762.4201
www,wkdickson.com
RECEIVED
JAN 16 2013
DcM-mm crrY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012
Transportation + Water Resources • Urtwn Development • Geomatics

Mr. James H. Bailey
October 11, 2012
Page 2
Thank you for your time in this matter. Please feel free to contact us if you have any questions.
Sincerely,
W.K. Dic n & Co., Inc.
K-ell
T. Carter Hubard, P.E., Project Manager
Enclosures: As noted.
RECEIVED
JAN 16 7 :i?
DCM MHD CITY
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012
909 Markel street
Wilmington, NC 28401
Tel. 910162,4200
Fax [phone]
www.wkdickson.com Transportation . Water Resources • Urban Development • Geomatics

CERTIFIED MAIL • RETURN RECEIPT REQUESTED
DIVISION OF COASTAL MANAGEMENT
ADJACENT RIPARIAN PROPERTY OWNER NOTIFICATION/WAIVER FORM
Name of Property Owner: Mr. James H. Bailey
Address of Property:
Agent's Name #:
Agent's phone #:
8115 Masonboro Sound Road, Wilmington, North Carolina 28409
(Lot or Street #, Street or Road, City & County)
Mailing Address:
I hereby certify that I own property adjacent to the above referenced property. The individual
applying for this permit has described to me as shown on the attached drawing the development
they are proposing. A description or drawing, with dimensions, must be provided with this letter.
I have no objections to this proposal. __ 1 have objections to this proposal.
If you have objections to what is being proposed, you must notify the Division of Coastal Management (DCM) in
writing within 10 days of receipt of this notice. Correspondence should be mailed to 127 Cardinal Drive Ext.,
Wilmington, NC, 28405-3845. DCM representatives can also be contacted at [phone]. No response is
considered the same as no objection if you have been notified by Certified Mail,
WAIVER SECTION
I understand that a pier, dock, mooring pilings, breakwater, boathouse, lift, or groin must be set
back a minimum distance of 15from my area of riparian access unless waived by me. (If you
wish to waive the setback, you must initial the appropriate blank below.)
I do wish to waive the 15' setback requirement.
I do not wish to waive the 15' setback requirement.
(Property Owner Information)
Signature
Print or Type Name
Mailing Address
City/State/Zip
Telephone Number
(Adjacent Property Owner Information)
,Signature
,
JAN 1 6 2013
Print or Type Name
ACM-MHD CITY
Mailing Address
RECEIvED
City/State/Zip DCM WILMINGTON, INC
Telephone Number 2012
Date Date
Revised 6/18/2012

C
i,
o
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Un
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"Mm"MMEN
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$2.95
05
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Return Receipt Fee
Postmark
Hen
$2.35
p
(Endorsement Required)
E3
Restricted Delivery Fee
(EndorsemeM Required)
$0•00
O
p
Total Postage & Fees
$6.40
10/12/2012
RI
SentTo
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rV
Mom- ----------- ...�'
c ry sieia. Z781.15
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PS For. rr Augum 2006
■ Complete items 1, 2, and 3. Also complete A. Sig ature
item 4 If Restricted Delivery Is desired. r % ❑ Agent
X
■ Print your name and address on the reverse ❑ Addressee
so that we can return the card to you. R, Recai tad nv (Pn ed eme) C. Date ofDe Delivery
■ Attach this card to the back of the mailpiece, 1 tF3` /
or on the front if space permits.
1. Article Addressed to: D. Is delveryaddress different fro Rem 17 ❑ Yes
If YES, enter delivery address elow: ❑ No
K19-- T�r�S H • e>AIL-Ey
,5311'' Moot,,, go�a sowv''pD �fq-0
111
N 1 N f IJ �- �$ �" 1 3. Service Type
❑ Certified Mall ❑ Express Mail
❑ Registered ❑ Return Receipt for Merchandise
❑ Insured Mall ❑ C.O.D.
4. Restricted Delivery? (Extra Fee) ❑ Yes
2. Article
nsferfroms 7011 2000 0001 9599 3650
(Trans/er from servlc� -_ _,
PS Form 3811, February 2004 Domestic Return Recelpt 102595-02-M-1540;
RECEIVED
DCM WILMINGTON, NC
NOV 0 1 2012
RECEIVED
JAN 16 M3
DCM-MHD Cl

r
pmkw
® ICKSON
community infrastructure consultants
December 12, 2012
Sandra S. Harkin
338 Seabreeze Boulevard
Wilmington North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
WKD Project Number 00010056.04.WL
Dear Ms. Harkin:
The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the
Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a
courtesy notification of the project being in review by the Division of Coastal Management. The
permit review process is occurring concurrent with the acquisition of easements. Please review the
enclosed project narrative and project layout drawing and provide any comments that you may have
to the following:
Major Permit Section
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 28557
1-888-472-6278
Fax [phone]
Thank you for your time in this matter.
Sincerely,
W.K. Dickson & Co., Inc.
T. Carter Hubard, P.E., Project Manager
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
Enclosures: As noted.
'11111 Markel titrovl
Wilmington, N(. 26401
TO. 910.762A-11)11
Fax [phone]
www.wkrlit Wm.rnoi
RECEIVED
JA 16 2013
DCM-MHD CITY
I i.in.-�i�n4�iiui • �..�Ir•i l:�•.�nn,., . ihi.in l)i��..L ��niiriil . f�<ui n.ihi.

�DICKSON
community infrastructure consultants
December 12, 2012
Rev Trust Joseph W. Whitted Jr. Et al
7705 Masonboro Sound Road
Wilmington North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
WKD Project Number 00010056.04.WL
Dear Rev Trust Joseph W. Whitted Jr. Et al:
The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the
Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a
courtesy notification of the project being in review by the Division of Coastal Management. The
permit review process is occurring concurrent with the acquisition of easements. Please review the
enclosed project narrative and project layout drawing and provide any comments that you may have
to the following:
Major Permit Section
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 28557
1-888-472-6278
Fax [phone]
Thank you for your time in this matter.
Sincerely,
W.K. Dickson & Co., Inc. RECEIVED
JAia J 6 7U!3
T. Carter Hubard, P.E., Project Manager DCM•MHDCITY
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
Enclosures: As noted.
RECEIVED
909 Market tiUrcl DEC 19 2012
Wilmington, NC 28401
Tel. [phone]
raa 910.762.4201 DCIUI WSLiv31l'u+sYu:v, NC
www.wkdi(kson.(om h nyvn lotion • %Ulor Ro,uun v. • t rkin Dorn npmr nt • Goom,tn(,

` f'
ICKSON
community Infrastructure consultants
December 12, 2012
Glendy and Willard Higgins
7739 Masonboro Sound Road
Wilmington North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
WKD Project Number 00010056.04.WL
Dear Mr. and Mrs. Higgins:
The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the
Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a
courtesy notification of the project being in review by the Division of Coastal Management. The
permit review process is occurring concurrent with the acquisition of easements. Please review the
enclosed project narrative and project layout drawing and provide any comments that you may have
to the following:
Major Permit Section
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 28557
1-888-472-6278
Fax [phone]
Thank you for your time in this matter.
Sincerely, RECEIVED
W.K. Dickson & Co., Inc.
JAI\; 1 6 7Li3
7- DCM-MHD CITY
T. Carter
H�uubbaardd, P.E., Project Manager
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
Enclosures: As noted.
DEC 1 3 2M
909 Markel Street C'cwi Vt -
Wilmington, N(: 28401
Tel, 910.762.4200
Fax [phone]
www.wkdickson.com h,m,p irldnun • Arater Rexances . Urhjii Development lopment • Grnmalln

rDICKSON
community Infrastructure consultants
December 12, 2012
E. Smith and Emma P. Jewell
7851 Masonboro Sound Road
Wilmington North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
WKD Project Number 00010056.04.WL
Dear E. Smith and Emma P. Jewell:
The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the
Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a
courtesy notification of the project being in review by the Division of Coastal Management. The
permit review process is occurring concurrent with the acquisition of easements. Please review the
enclosed project narrative and project layout drawing and provide any comments that you may have
to the following:
Major Permit Section
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 28557
1-888-472-6278
Fax [phone]
Thank you for your time in this matter.
Sincerely,
W.K. Dickson Co., Inc..
T. Carter Hubard, P.E., Project Manager
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
Enclosures: As noted.
909 Markel Yrevl
Wilmington, N('. 28401
Tel. [phone]
Far 910.762.4201
www.wkrli(kson.(-om
RECEIVED
JP 1 1 6 �Ui3
DCM.MHDCTfy
Ric'
DEC 19 2012
DC WILN4lti,4G1-id, y�C
I r,in�lurrl.il nn . AV.tlrr Rrsuurr rp • ti rb.in Uovolopmrnt . Geornmu,

�DICKSON
community Infrastructure consultants
December 12, 2012
Mr. Russell J. Labelle
7903 Masonboro Sound Road
Wilmington North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
WKD Project Number 00010056.04.WL
Dear Mr. Labelle:
The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the
Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a
courtesy notification of the project being in review by the Division of Coastal Management. The
permit review process is occurring concurrent with the acquisition of easements. Please review the
enclosed project narrative and project layout drawing and provide any comments that you may have
to the following:
Major Permit Section
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 28557
1-888-472-6278
Fax [phone]
Thank you for your time in this matter.
Sincerely,
W.K. Dickson & Co., Inc.
T. Carter Hubard, P.E., Project Manager
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
Enclosures: As noted.
909 M irkei Street
Wilmington, NC 28401
Tel. [phone]
Far 910.762.4201
www.wkdick,on.rom
RECEIVED
DCM-MHD CITY
DEC 19 2312
DCN1 WILV,0,4GTQt4,. NC
li.m+lurnalian 6 A441er Resources . Urlmn Developmcnl . Geum.tlir.

�DICKSON
community infrastructure consultants
December 12, 2012
John L. III and Elizabeth E. Leonard
7915 Masonboro Sound Road
Wilmington North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
WKD Project Number 00010056.04.WL
Dear Mr. and Mrs. Leonard:
The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the
Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a
courtesy notification of the project being in review by the Division of Coastal Management. The
permit review process is occurring concurrent with the acquisition of easements. Please review the
enclosed project narrative and project layout drawing and provide any comments that you may have
to the following:
Major Permit Section
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 28557
1-888-472-6278
Fax [phone]
Thank you for your time in this matter.
Sincerely,
W.K. Dickson & Co., Inc.
T. Carter Hubard, P.E., Project Manager
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
Enclosures: As noted.
909 ,Markel tiIrrrl
Wilmington, N( 8401
TH. 910- 621.4200
rd\ 910. 76LIN11
wWw.Wkdo k,on., om
RECEIVED
JAN 16 103
DCM•MHD CITY
DEC 9 2L!2
I on,pulohon • AA'ali,r Rr.oun r, • i rlwn IN,w1opmenl • Goomoh(,

�DICKSON
community Infrastructure consultants
December 12, 2012
Kevin S. and Madeline M. Scully
327 Seabreeze Boulevard
Wilmington North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
WKD Project Number 00010056.04.WL
Dear Mr. and Mrs. Scully:
The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the
Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a
courtesy notification of the project being in review by the Division of Coastal Management. The
permit review process is occurring concurrent with the acquisition of easements. Please review the
enclosed project narrative and project layout drawing and provide any comments that you may have
to the following:
Major Permit Section
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 28557
1-888472-6278
Fax [phone]
Thank you for your time in this matter.
Sincerely,
W.K. Dickson & Co., Inc.
T. Carter Hubard, P.E., Project Manager
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
Enclosures: As noted.
gal Mdrl.ra tiIwvl
Wilmington, M _'8401
lrl.'l llVb2. 4200
Fa. alo. 701.4201
w���c.wkdirI,>cm.r�mi
RECEIVED
16 2013
DCM-WM Wy
DEC 19 2012
DCM WILMINGTON., NC
I ran.puriaiiun • W.o(ir Resuurws • Orkin Dm VIOI)mrnl • Gcofnmir,

DWK
IKSON
community Infrastructure consultants
December 12, 2012
Willard Family Farm, LLC
7719 Masonboro Sound Road
Wilmington North Carolina 28409
RE: Cape Fear Public Utility Authority
Masonboro Sound Water and Sewer Extensions
WKD Project Number 00010056.04.WL
Dear Willard Family Farm, LLC:
The Cape Fear Public Utility Authority has submitted an application for a CAMA major permit for the
Masonboro Sound Road Water and Sewer Extension project. This letter is being sent to you as a
courtesy notification of the project being in review by the Division of Coastal Management. The
permit review process is occurring concurrent with the acquisition of easements. Please review the
enclosed project narrative and project layout drawing and provide any comments that you may have
to the following:
Major Permit Section
Division of Coastal Management
400 Commerce Avenue
Morehead City, NC 28557
1-888-472-6278
Fax [phone]
Thank you for your time in this matter.
Sincerely,
W.K. Dickson && Co., Inc.
7:�.
T. Carter Hubard, P.E., Project Manager
Cc: Mr. Jamison Fair, Cape Fear Public Utility Authority
Enclosures: As noted.
'109 Makvt Strrnl
Wilmington, N( 48401
Tel. 9I0Jl 61.420
1 iN 910, 762,4201
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WETLANDS
SANITARY SEWER
FORCE MAIN
WATERLINE
MEAN HIGH WATER LINE
— - —cv— —
COASTAL WETLANDS
575' AEC SETBACK
— —wa— —
.404 WETLANDS
— — — — —
FLOOD PLAIN (AE ZONE)
— — — —
COASTAL SHORELINE (30 BUFFER FROM MHW)
EXISTING DALKEITH ROAD SEWER LINE
RPW
4
NATIONAL REGISTER OF HISTORICAL PLACES
NHO780 MASONBORO SOUND HISTORIC DISTRICT 1992
Wetland Area
Wetland Type
Temporary
Disturbance
Permanent/ITotal
Width
Disturbed
Wetland Areas
Acres
Sheet
Number
1
Wooded
Temporary
0.12
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2
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3
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Temporary
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4
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RPW
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FORCE MAIN
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—
MEAN HIGH WATER LINE
— —cv— - —
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— - —nec— —
575' AEC SETBACK
.404 WETLANDS
— — — — —
FLOOD PLAIN (AE ZONE)
— — —
COASTAL SHORELINE (30' BUFFER FROM MHW)
EXISTING DALKEITH ROAD SEWER LINE
RPW
NATIONAL REGISTER OF HISTORICAL PLACES
NHO780 MASONBORO SOUND HISTORIC DISTRICT 1992
Wetland Area
Wetland Type
Permanent/
Temporary
Disturbance
Disturbance
Width (k)
Disturbed
Wetland Areas
Apes
Sheet
Number
1
Wooded
Temporary
30
0.12
AS
2
Wooded
Temporary
10
0.003
A3
3
Wooded
Temporary
35
0.02
A4
4
Wooded
Temporary
35
0.07
A4
RPW
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Temporary
10
101.1near Feet
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Total =1
0.213
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