[Adopted 6-19-1962 (Ch. 45 of the 1966 Code)]
The following rules and regulations shall govern
the installation of water distribution systems in the Town of Glenville.
As used in this article, the following terms
shall have the meanings indicated:
The Town Engineer or the Town-designated engineer.
The person, persons, copartnership, subcontractor or corporation
which has entered into contract to install a particular water distribution
system, according to plans and specifications as approved by the Town
of Glenville.
A.
The contractor shall continuously maintain adequate
protection of all his work from damage during construction. He shall
adequately protect adjacent property as provided by law and contract
documents. He shall provide and maintain all passageways, guard fences,
lights and other facilities required by public authority or local
conditions.
B.
Where it is necessary to close a section of state,
county or Town highway, the contractor shall erect plainly and properly
worded signs which shall be placed with approved barricades, at the
nearest cross streets on each end of the obstructed portion and on
intersecting streets where traffic may make the easiest and best detour.
The contractor shall provide any necessary watchmen at his own expense
and maintain red lights and guards from twilight to dawn on all barricades
and points of danger to protect traffic from injury.
Whenever there shall be any excavation along
lands or under a pavement owned by Town, county or state government,
the Highway Superintendent or other official having control shall
be notified 24 hours in advance of said excavation.
A.
General. The contractor shall do all excavation of
whatever substances to provide for a cover of five feet for the respective
pipe size. All excavated materials not required for fill or backfill
shall be removed from the site as directed by the Town Engineer.
(1)
Excess excavation below required level shall be backfilled
with earth, sand, gravel or concrete and thoroughly tamped as directed
by the engineer.
(2)
Unstable soil shall be removed and replaced with gravel,
crushed stone or crushed slag and thoroughly tamped. The engineer
shall determine the depth or removal of unstable soil.
B.
Rock excavation: shall include removal of boulders
larger than 1/3 cubic yard in volume and of ledge rock, concrete or
masonry that require drilling or blasting.
C.
Bracing and shoring. The contractor shall do all bracing,
sheathing and shoring necessary to perform and protect all excavation
as required for safety as directed by the engineer, or to conform
to governing laws.
A.
Trenches. Complete backfilling of trenches shall not
take place until the engineer has inspected and observed the complete
testing of the pipe line between valves.[1]
(1)
Backfilling shall be done with due care to avoid injury
to the pipe or alignment. Material shall be placed evenly and carefully
around and over the pipe in six-inch maximum layers. Each layer shall
be thoroughly and carefully rammed until one foot of cover exists
over pipe. The remainder of backfill material shall be placed, moistened
and compacted. Water settling will not be permitted in clay soils.
It may be required at the option of the engineer in sandy soils.
B.
Trench under roadway and areas to be paved. Material
shall be placed in eight-inch maximum layers after filling one foot
above pipe as previously described. Each layer shall be compacted
to a density equal to that of adjacent material so that pavement can
be placed immediately.
The minimum width of replaced concrete pavements
shall be four feet at interiors and six feet at joints. Depths shall
be 1.3 times the original thickness. Existing pavement edges shall
be cut vertically. The minimum width of replaced bituminous shall
be three feet, with the base of same depth of original pavement; surface
course shall be cold-patch mixture. The existing pavement shall be
cut vertically and horizontally to a straight line. Edge of existing
pavement shall be painted with RC-3 or RC-4. The patch shall be rolled
in both directions with a five-ton roller.
The contractor shall clean up and dispose of
all excess material, trash and other debris.
[Amended 4-5-2006 by L.L.
No. 3-2006]
A.
All pipe shall be cast in sand-lined molds and conform
to ASA specifications A21.8-1953 (or latest revision), thickness Class
22 and be cement-mortar lined in accordance with specifications A21.4-1953
(or latest revision). No pipe or fittings for water works service
shall be furnished without outside protective coating. Pipe shall
be designed for working pressures up to 350 psi; and tested to 500
psi hydrostatically before shipment by manufacturer.
B.
Type of joint. The types of joint used may be: 1)
bell-and-spigot, 2) engineer-approved. The engineer shall approve
the type of pipe in advance.
[Amended 4-5-2006 by L.L.
No. 3-2006]
A.
Pipe shall be laid parallel to tangent property line and as located by Chapter 238, Street Standards. Proper and suitable tools and equipment shall be used in handling pipe and special care shall be taken to prevent damage to pipe coating. All pipe lengths shall be carefully examined for defects and no pipe shall be laid which is known to be defective. If any defective pipe should be discovered after being laid, it shall be removed and replaced with sound material.
B.
All pipe shall be thoroughly cleaned immediately before
laying and shall be kept clean until accepted in the complete work.
Whenever pipe laying is stopped, the end of the pipe shall be securely
closed to prevent entrance of water or other obstructions.
C.
Pipe shall be carefully bedded to have uniform support
its entire length. All points of rock or other material which tend
to injure the pipe coating shall be removed. All pipe must be supported
on blocking and wedges to hold it in position as directed by the engineer.
After laying, the pipe shall be carefully bedded in earth and tamped
into place. All specials and valves shall be carefully supported on
blocking as directed by the engineer. Stones or other material tending
to injure the coating of the pipe shall not be placed within one foot
of same. No frozen earth shall be used in backfilling.
D.
All slugs and bends shall be thoroughly braced with
concrete in such a manner as will permit removal if necessary. Concrete
braces at plugs shall be square and of side dimension not less than
the nominal diameter of the pipe, and shall be securely wedged between
the plug and substantial anchorage. At bends, concrete shall be placed
between the outside face of the bend and the trench wall. It shall
extend from the bottom of the trench to three inches above the center
line of bend and shall not be less than two feet wide. Concrete for
the above shall be clean rock and silica sand mixed in proportions
of one cement, 2 1/2 sand and five stone.
E.
Where it is necessary to cut pipe or specials, the
cutting shall be done in such manner as will prevent cracking or breaking
of the pipe longitudinally. Roughness of the cross section shall be
ground to a smooth, even surface at right angles to the axis of the
pipe and shall be satisfactory to the engineer. All rejected pipe
shall be removed immediately from the work area.
F.
The contractor shall use care not to damage or interfere
with the operation of any gas, sewer, other water mains, electrical
or telephone conduits. If any damage results to any main or conduit
the contractor must make immediate repairs. The contractor shall ascertain
from representatives of the gas company the location of any existing
gas mains and shall give the gas, electric and telephone companies
48 hours' notice in advance before uncovering any "active" mains.
[Added 7-19-2023 by L.L. No. 2-2023]
A.
Notwithstanding the provisions of § 259-9A requiring ductile iron pipe and fittings, HDPE pipe may be used for water mains when approved by the Town on a case-by-case basis.
B.
All buried HDPE pressurized pipe shall be manufactured in accordance
with AWWA C906.
C.
All buried HDPE pressurized pipe and fittings shall be made of polyethylene
compounds which conform to the physical requirements of PE 4710 and
meet the ASTM D3350 cell classification of 445474C.
D.
All buried HDPE pressurized pipe shall be DR-11 with a pressure rating
of 200 psi and have a nominal DIPS (ductile iron pipe size) outside
diameter. At the discretion of the Town, DR-9 (pressure rating of
250 psi) may be required.
E.
HDPE pressure pipe for potable water shall meet the requirements
of NSF 61.
F.
HDPE piping shall be provided with permanent identification by coextruding
identification, such as striping, into the pipe's outer surface.
Identification material shall be the same material as the pipe material,
except for color (blue). Identification printed or painted on the
pipe surface will not be acceptable.
G.
HDPE pipe and fitting joints shall be butt fused by heat fusion in
accordance with ASTM D3261 and the manufacturer's recommendations.
H.
HDPE pipe shall provide sufficient length of AWG No. 11 stainless
steel tracer wire with 30 mil thick blue HDPE insulation. Tracer wire
length shall be such that a continuous piece can be used for each
run of pipe. Splices in the tracer wire shall be made with split bolt
connectors. Wire nuts or clip-type connectors are not acceptable.
A waterproof connection is required to prevent corrosion. Wire shall
be terminated above grade at a hydrant or stubbed up inside a valve
box to end at an accessible location. Where horizontal directional
drilling is the method used for HDPE pipe installation, two separate
and independent tracer wires shall be installed side by side.
I.
Water services connected to HDPE mains shall be through the use of
electrofusion transition saddles. Electrofusion saddle outlet material
shall be Brass 360 Alloy with 304 stainless steel compression ring.
J.
Electrofusion transition saddles must be approved by the Department
of Public Works and shall be selected in accordance with the table
below. Strap-on saddles will not be allowed.
|
Main Size
(In)
|
Outlet Size
(In)
|
|---|---|
|
8 DIPS
|
1 CORP
|
|
10 DIPS
|
1 CORP
|
|
12 DIPS
|
1 CORP
|
|
8 DIPS
|
1 1/2 CORP
|
|
10 DIPS
|
1 1/2 CORP
|
|
12 DIPS
|
1 1/2 CORP
|
|
8 DIPS
|
2 CORP
|
|
10 DIPS
|
2 CORP
|
|
12 DIPS
|
2 CORP
|
[Added 7-19-2023 by L.L. No. 2-2023]
Stiffening inserts (stiffeners) may be used in HDPE pipes subject
to compliance with all of the following:
A.
Stiffeners shall be provided at each MJ adapter and coupling for
HDPE pipe.
B.
Stiffening inserts shall be specially designed for use on the inside
of HDPE pipe in conjunction with AWWA C111 mechanical joints.
C.
Stiffeners shall provide stainless steel per ASTM 240, type 304 or
316.
D.
Stiffeners shall be manufactured within the pipe or MJ adapter by
the factory.
E.
Field-installed stiffeners may be allowed upon prior approval of
the Town. Wedge-style stiffeners are allowed.
F.
Inserts must be designed for underground pressurized fluid service
and are pressure rated to match the pipe DR pressure rating, derated
as appropriate for service temperature. Maximum test pressure limited
to pipe rated pressure.
A.
Hydrants shall be ductile iron body, fully bronze
mounted, and suitable for a working pressure of 150 pounds per square
inch and shall be in accordance with the latest specifications of
the American Water Works Association.
[Amended 4-5-2006 by L.L.
No. 3-2006]
B.
Hydrants shall be constructed in a manner permitting
withdrawal of internal working parts without disturbing barrel or
casing. They shall be provided with sliding frost cases or porous
fill around barrel. Valve, when shut, shall be reasonably tight when
upper portion of barrel is broken off. Valve opening shall be at least
4 1/2 inches in diameter, with net area of waterway at smallest
part, with valves wide open, not less than 120% of valve opening.
There shall be no chattering under any condition of operation.
C.
Each hydrant shall be tested to a hydrostatic pressure
of 300 pounds per square inch with valve in both open and closed positions.
D.
The direction of opening shall be counterclockwise
and cast on head of hydrant.
E.
All hydrants shall have two two-and-one-half-inch
hose connections and one five-inch steamer connection, and one six-inch
bottom connection to the main, which shall have five feet of earth
cover.
[Amended 4-5-2006 by L.L.
No. 3-2006]
F.
Hose nipples shall be bronze or noncorrosive metal
and threads shall be "National Standard." Nipple caps shall be securely
chained to the barrel.
G.
To prevent freezing, a noncorrosive drip valve must
be provided to drain the barrel of the hydrant when the main valve
is closed.
H.
Hydrants shall be painted one coat of weather-resistant
paint and approved by the engineer. The final coat shall be Sonneborn's
Hydrant Enamel or approved equal. The make shall be Eddy Clow T-2640
or approved equal.
[Amended 4-5-2006 by L.L.
No. 3-2006]
I.
Hydrants shall be set on a precast concrete slab 15
inches square and six inches thick. Extra soil shall be excavated
around and under the hydrant and this space filled with one inch stone
or gravel. The hydrant bottom shall be securely blocked in position
to prevent blowing-off the main line.
A.
Gate valves shall be ductile iron body, fully bronze
mounted double disc, parallel seat valves with hob or flanged ends.
All buried valves shall be nonrising stem type with a two-inch square
operating unit and adjustable ductile iron valve boxes and covers
suitable for pipe cover of five feet.
[Amended 4-5-2006 by L.L.
No. 3-2006]
B.
Gate valves shall open counterclockwise.
C.
Gate valves shall be Eddy Clow T-6100 or approved
equal and shall be suitable for working pressure of 200 pounds per
square inch and shall be tested at 400 pounds per square inch.
[Amended 4-5-2006 by L.L.
No. 3-2006]
Valve boxes shall consist of cast-iron base,
center section and top section with cover which shall be marked "Water."
The top section shall be adjustable for elevation and shall be set
to allow equal movement above and below finished grade. The base shall
be centered over the valve and shall rest on compacted backfill. The
top of the base section shall be approximately on line with nut at
top of valve stem and the entire assembly shall be plumb.
As water pipe is installed in the development
of Town highways, all laterals shall be laid to the front line of
each lot, before roadway pavement is constructed.
A.
The contractor shall provide all necessary equipment
and shall perform all work required in connection with the tests.
B.
Each section tested shall be slowly filled with water,
care being taken to expel all air from the pipes. If necessary, the
pipes shall be tapped at high points to vent the air.
C.
The required pressure as measured at the point of
lowest elevation shall be applied for not less than 1/2 hour, and
all pipe, fittings, valves, hydrants and joints shall be carefully
examined for defects. Leaking lead joints shall be removed. Other
types of leaky jointing shall be made watertight.[1]
D.
No pipe installation will be accepted unless and until
leakage (evaluated on a pressure basis of 150 pounds per square inch)
is less than 100 U.S. gallons per 24 hours per inch normal diameter
for pipe of twelve-foot lengths, 75 U.S. gallons for sixteen-foot
lengths, and correspondingly varied for other lengths of pipe.
E.
Evaluation of the actual leakage to the leakage under
the assumed basic pressure of 150 pounds per square inch shall be
calculated by the application of the ratio determined by the square
root of the respective pressures.
B.
The chlorinating agent shall be applied at the beginning
of the section adjacent to the feeder connection and shall be injected
through a corporation cock, hydrant or other connection insuring treatment
of the entire line.
C.
Water shall be fed slowly into new line with chlorine
applied in amounts to produce a dosage of 100 parts per million (ppm).
Mains previously filled shall be treated to a concentrated dosage
at intervals along the line and retained for a period of eight hours
or more. A residual of not less than five parts per million (ppm)
shall be produced in all parts of the line.[2]
D.
During the chlorination process, all valves and accessories
shall be operated.
Materials may be used if accompanied by manufacturer's
certificate of compliance, pending any tests that may be made by the
engineer.
