[Adopted as Ch. 60 of the 1972 Code]
All water mains shall be no smaller than eight
inches in diameter. Written requests for exceptions shall be submitted
to the Town Engineer for approval. The Town Engineer may require the
installation of water mains of greater size than eight inches in diameter
if, in his judgment, service conditions so require.
A.
Cast-iron pipe.
(1)
Type and class of pipe. All cast-iron pipe shall meet
the requirements of the specifications tabulated below and shall accord
with the pressure and thickness classifications tabulated:
Material Specifications
|
Pressure Class
|
Thickness Class
| |
---|---|---|---|
ASA A21.2-1953; AWWA C102-53
|
150
|
3
| |
ASA A21.6-1962; AWWA C106-62
|
150
|
24
| |
ASA A21.8-1962; AWWA C108-62
|
150
|
24
|
(2)
Joints.
(a)
Mechanical joints shall meet the requirements
of ASA Specification A21.11-1964 and shall have the same pressure
rating as the pipe of which it is a part. Assembly of mechanical joint
fittings shall be completed with a torque wrench. Torque to be applied
to each bolt shall be between 60 pounds and 90 pounds. After all pipe
and fitting joints have been completed, there shall be inserted in
each joint two bronze wedges as furnished by the pipe manufacturer.
They shall be firmly driven between the outside surface of the pipe
and the inside surface of the socket. The wedges shall be placed 180°
apart on the horizontal axis.
(b)
Except as necessary to connect into existing
pipe, rubber ring-type gaskets shall be used with bell-and-spigot
pipe, mechanical joints or push-on joints, which gaskets shall be
equal to Fastite as made by the American Cast Iron Pipe Company, Bell-Tite
as made by the Clow Company, Tyton as made by the United States Cast
Iron Pipe Company.
(c)
A thin coat of lubricant shall be applied to
each spigot end as required by ASA Specification A21.11-1964.
(3)
Fittings. All bell-and-spigot cast-iron fittings shall
meet the requirements of AWWA Standard C100-55 Specifications, Class
D. Mechanical joint cast-iron pipe fittings shall meet the specifications
of ASA A21.10-1952.
(4)
Coating and lining. All cast-iron pipe and fittings
shall be coal-tar pitch coated on the outside and cement-lined on
the inside, in conformance with ASA A21.4-1964 Specification. Coating
and lining shall be accomplished at point of manufacture.
B.
Asbestos-cement pipe.
(1)
Material and class. All asbestos-cement pipe and appurtenances
therefor shall conform to the requirements of the current AWWA Standard
Specification C400-65 or ASTM C-296-64T Type No. 2 in all respects,
including the following:
(a)
The class of the pipe to be furnished shall
be Class 200 for pipe sizes up to eight-inch pipe and Class 150 above
eight-inch pipe.
(b)
Certified records of tests made by the manufacturer
or by an approved commercial laboratory, or by both as required by
the Town Engineer, shall be submitted to the Engineer with each shipment
of pipe.
(c)
The performance of three-edge bearing tests
will be required.
(2)
Couplings. One coupling shall be furnished with each
standard, random and short length of pipe. It shall consist of an
asbestos-cement sleeve and two solid rubber rings of uniform cross
section and shall be suitable in size and design for the pipe with
which it is used. The coupling shall be similar and equal to the Ring-Tite
coupling as manufactured by the Johns-Manville Corporation.
(3)
Rubber ring gasket. The gasket shall be suitably formed
of high quality vulcanized rubber, made to exact dimensions and in
the form of a solid ring. The composition of the rubber, its hardness
and other properties, and the design of the gasket recess, shall be
such that the joint is liquidtight under all pressure ranges from
a vacuum up to the maximum rating of 350 pounds per square inch internal
liquid pressure. Sufficient lubricant shall be furnished to provide
a thin coat on each spigot end. The lubricant shall be that recommended
by the pipe manufacturer and must be applied in strict conformity
with manufacturer's recommendations. The lubricant shall be nontoxic,
shall impart no taste or odor to the water and shall have no deleterious
effect on the rubber gasket.
(4)
Specials and fittings. Specials and fittings shall be cast iron and shall meet the requirements specified under § 151-2A(3) of these specifications. Where applicable, fittings shall have all bell connections of standard AWWA dimensions or special dimensions as required or shall be equipped with adaptors.
(5)
Asbestos-cement adaptors. Adaptors shall be used for
joining asbestos-cement pipe to valves, hydrants and as required for
cast-iron fittings. Adaptors shall be of the proper class, size and
type, as recommended by the manufacturer, for the valve, hydrant or
fitting concerned.
C.
Markings on cast-iron pipes and couplings.
(1)
Cast-iron pipe and fittings. Each length of pipe and
each random and short length of pipe shall be marked with the manufacturer's
name, trade name, nominal size, class, hydrostatic test pressure,
a "T" to signify it was tested and date of manufacture.
(2)
Each coupling shall be marked by the manufacturer
with the manufacturer's identification, the size, the year of manufacture
and the classes of pipe with which it can be used.
A.
Excavations.
(1)
Trench width. The trench width may vary with and depend
upon the depth of trench and the nature of the excavated material
encountered, but in any case shall be of ample width to permit the
pipe to be laid and jointed properly and the backfill to be placed
and compacted properly. The minimum width of unsheeted trench shall
be at least 18 inches larger than the outside diameter of the pipe
except by consent of the Town Engineer; the maximum clear width of
trench shall be not more than two feet greater than the outside pipe
diameter. When sheeting and bracing is used, the trench width shall
be increased accordingly.
(2)
Pipe cover. Minimum cover over the top of water mains
shall be four feet zero inches measured from the established grade
of street. Cover in excess of five feet zero inches shall be approved
by the Town Engineer.
(3)
Bedding.
(a)
The trench, unless otherwise specified, shall be excavated at least four inches below the bottom of the pipe and bottom brought back to grade by thoroughly compacting selected backfill which meets the requirements of Subsection B(2) of this section.
(b)
When the uncovered trench bottom at subgrade
is soft and, in the opinion of the Town Engineer, cannot support the
pipe, a further depth and/or width shall be excavated and refilled
to pipe foundation grade with slag, stone, sand or other approved
material, or other approved means shall be adopted to secure a firm
foundation for the pipe.
(c)
Ledge rock, boulders, large stones and shale
shall be removed to provide a clearance of at least six inches below
all parts of the pipe, valves or fittings, and a clear width of nine
inches on each side of all pipe shall be provided.
(d)
Bell holes of ample dimensions shall be dug
at each joint to permit the jointing to be made properly. Adequate
clearance for properly jointing pipe laid in rock shall be provided
at bell holes.
(4)
Sheeting and bracing. Sheeting and bracing shall be
used as required or ordered by the Town Engineer to support the sides
of trenches or other excavation; such sheeting and bracing shall be
removed as the trench or excavation is backfilled, unless the Town
Engineer shall order the same left in place.
B.
Backfilling.
(1)
The backfilling shall be first done over the middle
portion of each length of pipe, bringing the cover to a depth of at
least one foot over the top of the pipe, leaving all joints exposed
until after the pipe has been tested for tightness. After the pipe
has been tested and passed by the Engineer, the rest of the backfilling
shall be done in the same manner.
(2)
Selected backfill. All backfill under, around and
to a depth of one foot over the top of all pipes and valves shall
be made with a selected material thoroughly tamped or puddled. The
material to be used for selected backfill embedment shall be a natural
bank sand graded from fine to coarse, not lumpy or frozen, and free
from slag, cinders, ashes, rubbish or other deleterious or objectionable
material. It shall not contain a total of more than 10% by weight
of loam and clay, and all material must be capable of being passed
through a three-fourths-inch sieve. Not more than 5% shall remain
on a No. 4 sieve. Samples of the material to be used shall be submitted
to and be approved by the Town Engineer or his authorized agent. Limestone
screenings, sand, bank-run gravel and approved excavated material
may be utilized with the approval of the Engineer.
(3)
Earth backfill.
(a)
Only after the backfill previously mentioned
has been satisfactorily compacted may work proceed in placing the
remaining backfill, which must be carefully placed and compacted by
tamping, puddling or rolling. All precautions must be taken to eliminate
future settlement. The number of men tamping shall be not less than
the number backfilling, and additional men shall be kept in the trench
to spread the material.
(b)
Where pavements, driveways, curbing and sidewalks
are to be placed or are to be replaced, all backfill placed over the
pipe shall be compacted, with the use of approved vibratory or flat-faced
mechanical tampers, in layers not more than 12 inches thick, loose
measurements, to a density satisfactory to the Town Engineer or his
authorized representative.
(c)
Backfilling shall not be done in freezing weather,
except by permission of the Town Engineer, and it shall not be made
with frozen material, nor shall any fill be made where the material
already in the ditch is frozen.
(d)
All backfill above a plane one foot above the
top of all pipes may be made with material excavated from the trenches,
provided that the same is satisfactory to the Town Engineer. If, in
the opinion of the Town Engineer, the material excavated is unsatisfactory,
other material suitable for backfill shall be used. All backfill shall
be free from slag, cinders, rubbish and other objectionable material.
C.
Pipe laying.
(1)
Pipe, couplings and fittings shall be handled and
installed in accordance with the recommendations of the pipe manufacturer.
Proper and suitable tools and appliances for the safe and convenient
handling and laying of the pipes and fittings shall be used. Under
no circumstances shall pipe or accessories be dropped or dumped into
the trench or bumped while handling.
(2)
Great care shall be taken to prevent the pipe coating
from being damaged, particularly on the inside of the pipes and fittings,
and any such damage shall be remedied as directed. All pipes and fittings
shall be carefully examined for defects just before laying, and no
pipe or fitting shall be laid which is known to be defective. Pipes
shall be laid only in properly prepared trenches and on compacted-sand
cradle, true to line and grade and with no dips or rises except as
required by the design.
(3)
All pipes and fittings shall be thoroughly cleaned
before they are laid, shall be kept clean until they are used in the
completed work, and when laid, shall conform to the lines and grades
of the design. Open ends of pipe shall be kept plugged with a bulkhead
during construction.
(4)
Pipe laid in trench shall be laid to a firm and even
bearing in material for its full length. Precautions shall be taken
against floating of asbestos-cement pipe. Any pipe which has floated
shall be removed from the trench and be relaid as directed by the
Town Engineer.
(5)
No pipe shall be laid in wet trench conditions which
preclude proper bedding as specified, or on frozen trench bottom,
or when, in the opinion of the Town Engineer, the trench conditions
or weather are unsuitable for proper installation.
(6)
It is the intention of these specifications to secure
first-class workmanship in the placing of pipe and accessories.
D.
Nonstandard deflections. Wherever changes in line
and grades of the main are not standard fitting deflections, combinations
of standard cast-iron fittings and small deflections in the adjoining
lengths of pipe will be permitted, subject to the following limitations:
E.
Buttresses and anchorages. Bends, tees and plugged
ends shall be buttressed or anchored with poured concrete as directed
by the Town Engineer.
F.
Operation of valves. The operation of all gate valves
on existing mains for making connections, tests or for any other cause
shall be done by the Town Water District, and sufficient notice shall
be given to the Town Water District by the contractor so that the
work may be done with a minimum of inconvenience to the public and
delay to the contractor.
A.
Testing.
(1)
After the pipe is laid and before backfill is placed
around joints, such lengths of the water main as the Town Engineer
may have determined shall be tested under hydrostatic pressure. The
section of pipe to be tested shall be filled with water for a minimum
period of 48 hours and then subjected to the test. Unless otherwise
specified, the test pressure shall be 50% greater than the operating
pressure gradient at the lowest elevation of the system. The duration
of the test shall be two hours unless otherwise directed by the Town
Engineer. Under test, pipelines shall show leakage not exceeding 50
gallons per 24 hours per inch diameter per mile of pipe.
(2)
Tests shall be under the direction of the Town Engineer
or his designate. The contractor shall furnish a pressure gauge for
measuring the pressure on the water main and shall also furnish a
suitable pump, pipes and all appliances, labor, fuel and other appurtenances
necessary to make these tests. The test pressure shall be maintained
for a sufficient length of time to allow for a thorough examination
of joints and elimination of leakage where necessary. The pipeline
shall be made watertight under the test pressure.
B.
Disinfecting and sterilization.
(1)
In each length of pipe the contractor shall place
high-test calcium hypochlorite (HTH tablets); two tablets in each
sixteen-foot length, placing them at opposite ends of the pipe. On
sizes of pipes larger than eight inches, an additional dosage required
shall be determined by the Engineer. Disinfected water must lay in
mains for a minimum of 24 hours before being thoroughly flushed for
usage.
(2)
The contractor shall furnish the necessary labor,
equipment and material required for such chlorination. The contractor
shall furnish the necessary labor for excavating and backfilling which
will be required for the chlorination work. Chlorination by the contractor
shall be continued or repeated until tests conducted by the Town Engineer
shall indicate an acceptable residual of chlorine is present in the
water.
(3)
Following chlorination, all treated water shall be
thoroughly flushed from the newly laid pipe at its extremities until
the replacement water throughout its length shall, upon test, both
chemically and bacteriologically, be proven equal the water quality
served the public from the existing water supply system.
A.
Gate valves.
(1)
All gate valves shall conform to the AWWA Specifications
for Water Valves, Designation C500-61, except as herein modified.
Gate valves three inches and larger in size shall be equal to Darling
AWWA Gate Valves as manufactured by the Darling Valve and Manufacturing
Co., of Williamsport, Pennsylvania, or to Rensaelaer List 13A Gate
Valves as manufactured by the Rensaelaer Valve Company of Troy, New
York.
(2)
All gate valves three inches and larger in size shall
be of the iron-body, bronze-mounted, double-disc, parallel-seat type,
with nonrising bronze stem, shall open by turning to the left and
shall be operated by nut or handwheel as required.
(3)
Where specifically required, the contractor shall
furnish and install gate valves of the O.S. and Y type, otherwise
meeting the above specifications.
(4)
All gate valves shall be designed for 150 pounds'
working pressure and shall withstand an internally applied hydrostatic
pressure at all points of at least 300 pounds per square inch. A factor
of safety of not less than 10 shall be used in the valve design.
(5)
All valves (gate) shall be of the same size as the
water main in which they are to be installed.
B.
Tapping sleeves and tapping valves.
(1)
Tapping sleeves and valves shall be used for all connections
six inches and larger in size to any existing main where 10 or more
domestic services would be shut off if a tee or other connection were
to be made.
(2)
The tapping sleeves shall be properly sized to fit
the existing mains to which connections are to be made.
(3)
The sleeves shall be of the bolted type, of rugged
cast-iron construction of ample strength for the service intended,
and shall be caulked with lead the full length of the sleeve after
attachment to the existing main. The existing pipe shall be thoroughly
cleaned prior to installation of the tapping sleeve.
(4)
Tapping valves shall be not less than one size smaller
than the diameter of the existing main to which connection is to be
made, unless otherwise permitted by the Town Engineer.
(5)
The tapping valves shall meet the above AWWA Specifications
for gate valves, except that oversized seat rings shall be provided
to permit the use of full-sized cutters through the valve. The valve
ends shall be flanged, with flanges plain-faced and drilled to ASA
one-hundred-twenty-five-pound standards. The valves shall be nut-operated
and shall open by turning to the left. Tapping valves shall be installed
and open vertically.
(6)
Tapping sleeves and valves shall be equal to those
manufactured by the A.P. Smith Company of East Orange, New Jersey.
C.
Valve boxes and covers. Valve boxes and covers shall
be installed over each vertically set, buried valve and elsewhere
as directed. Valve boxes and covers shall be of the adjustable type
and shall be equal to standard valve box No. F-2450, of the required
length, as manufactured by the Clow Co. Valve box covers shall be
of the stay-put type (Clow F-2494) with the letter "W" cast thereon
in raised letters. Base size and extension piece length shall be as
required for each individual size of valve and depth of bury.
A.
Location and number. The location and number of hydrants
shall be approved by the Town Engineer.
B.
Size and type.
(1)
All hydrants shall be six inches in size with six-inch
mechanical joint inlet connection and shall be equal to the Model
H100 as manufactured by the A.P. Smith Manufacturing Company, East
Orange, New Jersey.
(2)
Each hydrant shall have the name of the maker and
the year when made and size of main valve opening cast upon it in
raised letters.
(3)
Unless otherwise directed by the Town Engineer, each
hydrant shall be fitted with one four-and-one-half-inch National Standard
thread steamer nozzle and two two-and-one-half-inch National Standard
thread hose nozzles. The size and thread of all outlets shall meet
the standards of the local Fire Department.
(4)
The main valve shall open by turning in a counterclockwise
direction and shall open against the pressure. This valve shall be
faced with rubber which shall seat against an accurately machined
bronze seat.
(5)
The top cap of the hydrant shall be provided with
a waste or drip to prevent the cap from filling with water.
(6)
The hydrants shall be provided with automatically
operated draining valves to permit drainage of the hydrant when the
main valve is in closed position.
(7)
The head of the revolving nut or operating nut and
nozzle cap nuts shall be of the exact dimensions of those now in use
in local water district.
(8)
The nozzle caps shall be secured to the hydrants by
means of galvanized or cadmium-plated steel chain of not less than
one-eighth-inch-diameter links.
(9)
The hydrant bottom, connecting pipe, head, packing
dome, date, nozzle cap and umbrella operating nut shall be made of
cast iron.
(10)
All bolts and nuts shall be of the best quality of
wrought iron or steel, rustproofed; the heads, nuts and threads shall
be of standard size. All joints shall be faced true and smooth so
as to make a perfectly watertight joint.
(11)
All castings, whether of iron or bronze, shall be
of uniform thickness in their several parts and shall be sound and
smooth, without cold-shuts, sand holes or other defects of any description.
All materials shall conform to those as required by AWWA Specifications
C502-54.
C.
Cleaning and painting.
(1)
All iron parts of the hydrant, inside and outside,
shall be thoroughly cleaned, and thereafter all surfaces, inside and
outside, except the exterior portion above ground line, shall be shop-painted
with two coats of asphalt varnish conforming to the requirements of
Federal Specification TT-V-51A or Army-Navy Specification JAN-P-450.
The first coat shall be allowed to dry thoroughly before the second
coat is applied.
(2)
The outside of the hydrant above the finished ground
line shall be thoroughly cleaned and thereafter painted in the shop
with two coats of paint of a durable and weatherproof composition
conforming to Federal Specifications TT-P-86A (Type IV). The color
or colors of finish paint above the ground line shall be as required
by the local Fire Department.
D.
Hydrostatic tests. After completion, each hydrant
shall be tested at the shop by hydraulic pressure as follows: A pressure
of 300 pounds per square inch shall be applied to the body of the
hydrant before the protection case is put on; after the hydrant is
assembled complete, with a test elbow, a pressure of 300 pounds per
square inch shall be applied below the compression valve and 200 pounds
per square inch above the valve. Any hydrant showing a sweating of
the metal under any of these tests, or leaking at the valve or stuffing
boxes or showing any other defects, shall be rejected.
E.
Hydrant connections. The connection from the water
main to the hydrant shall be cast iron six inches in diameter and
shall be provided with a six-inch gate valve and adjustable valve
box and cover.
F.
Installation. Hydrants shall be set plumb on a poured
concrete base six inches thick extending across the full width of
the trench and affording buttress support against the end wall of
the trench. Weep-hole drainage shall be provided by means of one cubic
foot of coarse gravel or crushed stone mixed with coarse sand. Hydrant
installation shall conform in all respects with AWWA Standard C600-54T,
Section II.
A.
Main connections. All connections with the mains of
the Town of Carmel shall be made under the supervision of water district
employees at the expense of the owner. The owner shall furnish such
labor and do and perform such excavation, sheeting, pumping, etc.,
as may be directed. The owner shall, before the water is turned on,
pay such fees as required in the schedules for the water district.
All taps and service connections shall be installed under the supervision
of water district employees at the expense of the owner and/or contractors
and in trenches to be excavated and backfilled by said owner. A separate
tap shall be required for each dwelling unit.
B.
House connections. All house connections shall have
a check valve installed ahead of the meter. The minimum residual pressure
provided to the highest house elevation fixture shall be not less
than 25 pounds per square inch. Service lines from the main to house
shall be K-type copper having mechanical joints only unless directed
by the Town's Engineer.
C.
Pump house connections. All piping within the pump
house shall be installed with threaded connections. Where a connection
is to be made at the main line to the distribution station, the contractor
will be required to install short lengths of pipe and swing joints.
All material and workmanship shall be subject
to inspection, examination and test by the Engineer or authorized
Town representative. The contractor shall submit manufacturer's certifications,
standards, fabrications and working drawings as required. Requests
for changes in types of materials and specification must be submitted
to the Town's Engineer in writing.
Plans and specifications by the contractor's
engineer must be submitted for approval. Prior to final acceptance,
one black and white transparency (ozalit) as-built drawing shall be
submitted to the Town Engineer. The contractor's engineer shall certify
that work has been installed under his supervision in conformance
with the plans and specifications.
Final inspection and acceptance of the facilities
by the Town shall occur within one year after completion of construction.
During the probationary period of one year, the contractor is to remedy
at his expense all defects in the work as may become evident or as
may be required by the Town Engineer.