A.Â
General. The property owner (developer/contractor)
shall furnish and install valves, hydrants and appurtenances as indicated
on the details in Appendix B and as herein specified.[1] The drawings submitted to and approved by the WSD shall
contain these details and specifications.
[Amended 10-18-2000 ATM, Art. 14]
[1]
Editor's Note: Appendix B is on file in the
office of the Town Clerk, the Department of Public Works, the Planning
Office and the office of the Building Inspector and may be examined
there during regular business hours.
B.Â
Resilient wedge valves.
(1)Â
Resilient wedge valves shall be the products of the
Mueller Valve Co., Decatur, Illinois, or Kennedy Valve Manufacturing
Co., Elmira, New York, or approved equal. Resilient wedge valves shall
only be permitted on hydrant laterals.
(2)Â
Resilient wedge valves shall be iron body, resilient
seated type. The valves shall be designed for two hundred (200) pounds
per square inch working pressure and four hundred (400) pounds per
square inch test pressure. Valves are to have o-ring seals and a nonrising
stem. Valves shall have a two-inch operating nut. Valves shall open
left.
(3)Â
Resilient wedge valves shall meet the most recent
version of the AWWA standard C501. Resilient wedge valves shall have
mechanical joint ends. Valves shall be connected directly to anchor
tees on all hydrant branches.
C.Â
Butterfly valves.
(1)Â
The butterfly valves shall have a cast-iron body and
shall conform to the AWWA specifications for Rubber-Seated Butterfly
Valves, Designation:C504, except as otherwise specified herein. The
butterfly valves shall be Model No. 450, manufactured by M&H Valve
Co., or approved equal. The valves shall have mechanical joint ends
when buried and flanged ends where exposed.
(2)Â
The valves shall be Class 150B and suitable for a
nonshock shutoff pressure of one hundred fifty (150) pounds per square
inch. The valves shall provide bubble-tight shutoff at two hundred
(200) pounds per square inch when tested for leakage in accordance
with the above-mentioned AWWA C504. The valve shall be rejected if
it does not pass this test.
(3)Â
Butterfly valve designs utilizing continuous lining
on the internal body surfaces and extending over the flanges will
not be acceptable. Valve disks shall seat at an angle of ninety degrees
(90°) to the axis of the pipe.
(4)Â
Valve seats shall be of molded natural rubber. Rubber
seats may be attached to the body or the disk. If the rubber seat
is attached to the disk, the seat ring on the body shall be of stainless
steel. The valve disk shall be of either cast Ni-Resist or cast iron
Class 40 conforming to ASTM A48, Specification for Gray Iron Castings.
(5)Â
Rubber seats mounted on the disk shall be securely
clamped to the disk. All clamps, retaining rings and their fasteners
shall be Series 300 stainless steel.
(6)Â
The valve shaft shall be Type 300 stainless steel
or carbon steel with stainless steel joints. The valve disk and shaft
connection shall be by means of mechanically secured taper pins extending
through the disk and shaft. Taper pins, lock washers and nuts shall
be 18-8 stainless steel. The shaft seals shall be designed for the
use of standard chevron-type packing or standard o-ring seals.
(7)Â
The manual operating mechanism shall be firmly fixed
to the valve body. The operator shall be permanently lubricated and
shall be totally enclosed with a cast-iron case, and the hand wheel
or two-inch nut for buried valves shall turn counterclockwise to open.
The operator for buried valves shall be suitable for submersion. The
operator shall be traveling-nut type designed to withstand four hundred
fifty (450) foot-pounds of input torque at full open or closed positions
without damage to the valve or operator.
D.Â
Installation.
(1)Â
All valves shall be carefully erected and supported
in their respective positions free from all distortion and strain.
Care shall be taken to prevent damage or injury to the valves or appurtenances
during handling and installation.
(2)Â
All material shall be carefully inspected for defects
in workmanship and materials, all debris and foreign material shall
be cleaned out of valve openings and seats, all operating mechanisms
shall be operated to check their proper functioning and all nuts and
bolts shall be checked for tightness. Valves and other equipment which
do not operate easily or are otherwise defective shall be repaired
or replaced at the contractor's expense. Mechanical joints shall be
torqued to manufacturer's specifications.
(3)Â
Buried valves and valve boxes shall be set plumb and
centered with the valve boxes directly over the valves. Earth fill
shall be carefully tamped around the valve box to a distance of four
(4) feet on all sides of the box or to undisturbed trench face, if
less than four (4) feet.
E.Â
Valve boxes.
(1)Â
Each valve shall be provided with a box. Covers shall
have two (2) lifting holes, and the word "WATER" cast on the top.
The top of the cover shall be flush with the top of the box rim.
(2)Â
Valve boxes shall be tar-coated cast iron and of the
adjustable sliding, heavy pattern type. They shall be so designed
and constructed as to prevent the direct transmission of traffic loads
to the pipe or valve. The upper or sliding section of the box shall
be provided with a flange having sufficient bearing area to prevent
undue settlement. The lower section of the box shall be designed to
enclose the operating nut and stuffing box of the valve and to rest
on the backfill. The boxes shall be adjustable through at least six
(6) inches vertically without reduction of the lap between sections
to less than six (6) inches.
(3)Â
The inside diameter of boxes shall be at least four
and one-half (41/2) inches, and the lengths shall be as necessary
to suit the ground elevation [normal pipe cover five and zero-tenths
(5.0) feet].
F.Â
Tapping sleeve and valve.
(1)Â
The tapping sleeve and valve shall consist of a split
cast-iron sleeve tee with mechanical joint ends on the main and a
flange on the branch, and a tapping-type resilient wedge valve with
one (1) flanged and one (1) mechanical joint end. The valve shall
conform to the requirements hereinbefore specified for resilient wedge
valves. The contractor shall be responsible for verifying the outside
diameter of the pipe to be tapped.
(2)Â
Before backfilling, all exposed portions of any bolts
used to hold the two (2) halves of the sleeve together shall be heavily
coated with two (2) coats of bituminous paint comparable to Inertol
No. 66 Special Heavy. Sleeves shall be of cast iron conforming to
ASTM A-126 Class B, furnished with rubber gaskets. Gaskets shall cover
the entire area of flange surfaces.
(3)Â
Tapping sleeves and valves shall be made by Ludlow-Rensselaer
Valve Co., Inc., Troy, New York: Eddy-Iowa Div., James B. Clow &
Sons, Inc., Chicago, Illinois; A.P. Smith Mfg. Co., East Orange, New
Jersey; Mueller Valve Co., Decatur, Illinois, or be approved equal
products.
G.Â
Hydrants.
(1)Â
The hydrants shall conform to the requirements of
AWWA Standard for Dry Barrel Fire Hydrants for Ordinary Water Works
Service, Designation: C502-80, or latest revision.
(2)Â
The hydrants shall have one (1) pumper of four and
one-half (41/2) inches and two (2) hose connections of two and one-half
(21/2) inches, NST, with a six-inch mechanical joint shoe. The hydrant
shall be equipped with a main valve of five and one-fourth (51/4)
inches and shall have bronze-to-bronze seatings and open left. Hydrants
shall also have an eight-inch ductile-iron lower barrel and a fusion-bonded
epoxy-coated shoe. There will be a travel-stop nut located on the
upper stem to prevent damage due to excessive force. Upper stem threads
will be lubricated by the use of an all-temperature grease and sealed
by double o rings.
(3)Â
For the purpose of standardization, hydrants will
be the Waterous Pacer-WB 67 or the U.S. Pipe Metropolitan.
(4)Â
The hydrants shall be thoroughly cleaned and given
two (2) shop coats of paint in accordance with the above-mentioned
AWWA Specification C502, latest edition. Paint color shall be federal
safety red, as manufactured by Hydrant Hyde Paint, with reflective
white bonnet and white caps.
(5)Â
The hydrant, with its buried valve and valve box,
shall be set plumb and centered with the valve box directly over the
valve. Backfill around the hydrant and valve shall be thoroughly compacted
to a distance of four (4) feet on all sides of the box or to the undisturbed
trench face if less than four (4) feet. The hydrant connecting pipe
shall have at least five and one-half (51/2) feet of cover. The hydrant
shall be set upon a slab of stone or concrete not less than four (4)
inches thick and fifteen (15) inches square. The side of the hydrant
opposite the pipe connections shall be firmly wedged against the vertical
face of the trench with a poured concrete thrust block as indicated
on the standard details. No less than five (5) cubic feet of broken
stone shall be placed around the base of the hydrant at the location
of the drain holes. Strict attention shall be given to ensure drainage
holes are kept free of any concrete. Fifteen-pound roofing felt shall
be placed between the concrete thrust block and the hydrant and drainage
gravel. Backfill around the hydrant shall be thoroughly compacted
to the grade line in a satisfactory manner. The hydrant and valve
shall have the interiors cleaned of all foreign matter before installation
and shall be inspected in both the open and closed position.
(6)Â
The bury of the hydrant shall be of sufficient length
to allow the hydrant to be set at the proper elevation, as shown on
the standard details. Extensions shall be furnished and installed
at the contractor's expense when required for greater depths.
(7)Â
All hydrants shall be mechanically connected to the
water mains using a main line anchoring tee, fitted to take a six-inch
resilient wedge valve mechanically connected on the side outlet, and
a six-inch mechanical joint cement-lined cast-iron pipe to the hydrant.
Retaining glands shall be used at all joints between the shutoff valve
up to and including the hydrant. All bolts shall be torqued to manufacturer's
specification.
(8)Â
Before exposure to the weather and after thorough
cleaning to remove all rust, dirt, grease and other foreign matter,
the equipment and appurtenances specified herein shall be painted
in the shop as specified hereinafter. Ferrous surfaces which will
be submerged shall be cleaned by sandblasting to remove all foreign
matter. Following cleaning, the surfaces shall be painted in the shop
as follows: interior and exterior surfaces of valves and valve appurtenances
shall be given a shop finish of an asphalt varnish conforming to Federal
Specification TT-V-51C, for Varnish Asphalt. Ferrous surfaces obviously
not to be painted shall be given a shop coat of grease or other suitable
protective coating.
H.Â
Corporation cocks. Corporation cocks shall be bronze
and shall be the approved equal of Mueller Valve Co., Decatur, Illinois,
or Ford Meter Box Co., Wabash, Indiana, for copper service tube. End
joints shall be compression fittings.
I.Â
Tapping saddles. Tapping saddles shall be required
on all cast-iron, polyvinyl chloride (PVC) and asbestos-cement (A.C.)
pipe. Tapping saddles shall be Model 313, as manufactured by S&W.
J.Â
Curb stops. Curb stops shall be bronze with a lapped,
ground key and shall be the approved equal of Mueller Valve Co., Decatur,
Illinois, or Ford Meter Box Co., Wabash, Indiana, for copper tube
service, compression joint.
K.Â
Copper tubing. For all residential services, type
K copper tubing as noted in section M below may be allowed from the
water main to the curb stop and to the meter connection for all service
connections.
[Amended 11-28-2012 STM, Art. 12]
L.Â
Meters. For the purposes of standardization, water
meters shall be Trident T-10, provided with an ARB external reader
and forty (40) feet of cable. Each meter shall be supplied with one
(1) bent meter connection and one (1) straight meter connection. Meter
connection nuts will have a hole in nut for purposes of sealing.
M.Â
PE Tubing. PE tubing may be allowed from the water main to the curb
stop and to the meter connection for all residential service connections.
Prior to approval, the applicant shall verify in writing to the Town
that no petroleum constituents are present in subsurface soil in the
vicinity of the service. If subsurface petroleum constituents are
present in the subsurface soil in the vicinity of the service then
type K copper tubing shall be required from the water main to the
curb stop and to the meter connection for all service connections.
Otherwise, plastic water services shall be Polyethylene manufactured
of PE3408 materials with SDR-9 minimum wall thickness, as defined
in ASTM D3350. Polyethylene pipe shall be blue plastic and pressure
class 200 psi. Dimensional and performance characteristics shall conform
to the requirements of AWWA C901. The use of polyethylene pipe and
tubing may be allowed for water services two (2) inches or under in
diameter (4-inch and larger diameter water services shall use cement
lined ductile iron water pipe). Polyethylene pipe shall be installed
with enough slack to compensate for settlement and compaction and
shall be laid on a bed of sand with six inches below, above, and to
either side of the tubing. Sand shall meet the specifications of the
Massachusetts Department of Transportation Standard Specifications
for Highways and Bridges M1.04.0 Type a. Tubing shall EITHER include
an embedded trace wire as provided by Endopoly PE3408/PE4710 High
Density Polyethylene Pipe manufactured by Endot Industries, Rockaway,
NJ, or approved equal OR shall have a trace wire laid no more than
six inches above the pipe. If trace wire is used than the wire shall
be continuous, with no splices, from the main to the structure. Trace
wire shall be Copperhead Reinforced Tracer Wire by Copperhead Industries,
Monticello, MN, or approved equal.
[Added 11-28-2012 STM, Art. 12]
A.Â
General.
(1)Â
The contractor shall furnish, handle, haul, lay, joint,
test and disinfect all cement-lined Class 52 ductile-iron pipe, including
fittings and appurtenant work.
(2)Â
The pipe shall be installed with a minimum of five
and one-half (51/2) feet of cover. Where the pipe cannot be reasonably
installed with this cover, the contractor shall furnish and install
insulation as approved by the Division. The contractor must have permission
from the WSD to install any pipe with less than five and one-half
(51/2) feet of cover, prior to installation.
(3)Â
For buried ductile-iron pipelines, the contractor
shall use push-on-joint-type pipe. All fittings for push-on-joint
pipe shall have mechanical joint ends. The pipe and fittings shall
be cement-lined and coated. The pipe joints shall have rubber gaskets.
(4)Â
In all cases, water mains shall be installed twelve
(12) feet from the property line on proposed streets.
C.Â
Pipe joints. Where required, pipe and fittings shall
be furnished with restraining glands, approved lugs or hooks cast
integrally for use with bolts or bridle rods and socket clamps to
keep the piping from pulling apart under pressure.
(1)Â
Flange joints shall conform to ANS-A21.10, except
that special drilling or tapping shall be as necessary to ensure correct
alignment and bolting. Flanged pipe shall use long-hub flanges which
shall be screwed on tight at the foundry by machine before they are
faced and drilled.
(2)Â
Mechanical joints shall conform to ANS-A21.11.
(3)Â
Push-on joints shall conform to ANS-A21.11.
D.Â
Fittings.
(1)Â
Fittings shall be Class 250 ductile iron or cast iron.
Class 350 short-bodied fittings may be used at the contractor's option.
Unless otherwise indicated, fittings shall have mechanical joint ends.
(2)Â
Flanged fittings shall be faced and drilled in accordance
with ANSI-A21.10, except that special drilling or tapping shall be
provided as necessary to ensure correct alignment and bolting.
E.Â
Pipe for use with couplings. Pipe for use with sleeve-type
couplings shall be as specified above, except that the ends shall
be plain (without bells or beads).
F.Â
Sleeve-type couplings.
(1)Â
To ensure correct fitting of pipe and couplings, all
solid sleeve-type couplings and accessories shall be furnished by
the supplier of the pipe and shall be Class 350, ductile iron through
twelve-inch diameter and Class 250 ductile iron for greater than twelve-inch
diameter.
(2)Â
Couplings for buried pipe shall be iron and shall
be solid, mechanical joint sleeve. The couplings shall be provided
with epoxy-coated galvanized-steel bolts and nuts.
(3)Â
All couplings shall be provided with gaskets.
G.Â
Split couplings. For connecting cast-iron pipe, split
couplings may be used instead of sleeve-type couplings. Split couplings
shall be made of malleable iron and shall be suitable for use with
grooved-end or shouldered-end cast-iron pipe. They shall be Victaulic
Couplings made by the Victaulic Co. of America, Elizabeth, New Jersey;
Gruvagrip couplings made by Gustin-Bacon Mfg. Co., Kansas City, Missouri;
Groove couplings made by Eastern Malleable Iron Co., Pittsburgh, Pennsylvania;
or approved equal products.
H.Â
Lining and coating.
(1)Â
All pipe and fittings shall be lined and coated as
specified below.
(2)Â
The inside of pipes and fittings shall be given a
cement lining and bituminous seal coat in accordance with ANSI-A21.4.
(3)Â
The outside of pipe and fittings shall be coated with
the standard bituminous coating specified under the appropriate ANSI
standard specification for the pipe and fittings.
(4)Â
Machined surfaces shall be cleaned and coated with
a suitable rust-preventative coating at the shop immediately after
being machined.
I.Â
Inspection and testing.
(1)Â
All pipe and fittings shall be inspected and tested
at the foundry as required by the standard specifications to which
the material is manufactured. The contractor shall furnish, in duplicate,
to the WSD sworn certificates of such tests.
(2)Â
In addition, the WSD reserves the right to have any
or all pipe, fittings and special castings inspected and/or tested
by an independent service at either the manufacturer's plant or elsewhere.
Such inspection and/or tests shall be at the WSD's expense.
(3)Â
Pipes and fittings shall be subjected to a careful
inspection and a hammer test just before being laid or installed.
J.Â
Handling and cutting pipe.
(1)Â
The contractor's attention is directed to the fact
that cast-iron fittings and cement linings are comparatively brittle.
Every care shall be taken in handling and laying pipe and fittings
to avoid damaging the pipe and linings, scratching or marring machined
surfaces and abrasion of the pipe coating or lining.
(2)Â
Any fitting or pipe showing a crack or which has received
a severe blow that may have caused an incipient fracture, even though
no such fracture can be seen, shall be marked as rejected and removed
at once from the work.
(3)Â
In any pipe showing a distinct crack or deformity
and in which it is believed there is no incipient deformity beyond
the limits of the visible deformity, the deformed portions, if so
approved, may be cut off by and at the expense of the contractor before
the pipe is laid so that the pipe used may be perfectly sound. The
cut shall be made in the sound barrel at a point at least twelve (12)
inches from the visible limits of the deformity. Edges of pipe at
the cut shall be beveled to eliminate all sharp edges.
(4)Â
Except as otherwise approved, all cutting shall be
done with a machine suitable for cutting ductile-iron pipe.
(5)Â
Hydraulic squeeze cutters are not acceptable for cutting
ductile iron pipe. Travel-type cutters and guillotine or rotary-type
abrasive saws may be used. All cut ends shall be examined for possible
defects caused by cutting.
(6)Â
The contractor's attention is directed to the fact
that damage to the lining or pipe or fittings will render them unfit
for use; he shall use the utmost care in handling and installing lined
and coated pipe and fittings to prevent damage. Protective guards
shall not be removed until the pipe is to be installed.
(7)Â
Lined and coated pipe and fittings shall be installed
as and assembled with approved packing or gaskets of the type recommended
by the pipe manufacturer for the particular lining used.
K.Â
Installing pipe and fittings.
(1)Â
No defective pipe or fittings shall be laid or placed
in the trench, and any piece discovered to be defective after having
been laid or placed shall be removed and replaced by a sound and satisfactory
piece.
(2)Â
Each pipe and fitting shall be cleared of all debris,
dirt, etc., before being laid and shall be kept clean until accepted
in the complete work.
(3)Â
Pipe and fittings shall be laid accurately to the
lines and grades indicated on the drawings or as required. Care shall
be taken to ensure a good alignment both horizontally and vertically.
The pipe shall be laid on wood blocks, with two (2) blocks required
for each length of pipe for support.
(4)Â
In buried pipelines, each pipe shall have a firm bearing
along its entire length.
(5)Â
The deflection of alignment at a joint shall not exceed
the appropriate permissible deflection as specified in the tabulation
titled "Pipe Deflection Allowances."
Pipe Deflection Allowances
| ||
---|---|---|
Maximum Permissible Deflection*
(inches)
| ||
Size of Pipe
(inches)
|
Push-on-Joint
| |
8
|
19
| |
10
|
19
| |
12
|
19
| |
16
|
15
| |
* NOTE: Maximum permissible deflection for eighteen-foot
length. Maximum permissible deflections for other lengths shall be
in proportion of such lengths.
|
(6)Â
Castings to be encased in masonry shall be accurately
set with the bolt holes, if any, carefully aligned.
(7)Â
Immediately prior to being set, castings shall be
thoroughly cleaned of all rust, scale and other foreign material.
L.Â
Assembling push-on-joint pipe.
(1)Â
Joining of push-on-joint pipe shall conform to the
American Water Works Association AWWA Standard Specifications, Designation:
C600, latest revision.
(2)Â
If effective sealing of the joint is not attained,
the joint shall be disassembled, thoroughly cleaned, a new gasket
inserted and the joint reassembled.
M.Â
Assembling mechanical joint fittings. Assembling of
fittings with mechanical joint ends shall conform to AWWA Standard
Specification: C600, latest revision. Thrust blocks and retainer glands
shall be used at all valves, hydrants, fittings and bends in excess
of forty-five degrees (45°) and shall be of the size and type
as shown on the Hydrant Setting Detail and the Thrust Block Detail
in the Standard Details. Precast concrete blocks may be used as thrust
blocks, provided that they meet the same criteria as poured-in-place
concrete and are acceptable to the WSD.
N.Â
Temporary plugs. At all times when pipe laying is
not actually in progress, the open ends of pipe shall be closed by
temporary watertight plugs or other approved means. If water is in
the trench when work is resumed, the plug shall not be removed until
all danger of water entering the pipe has passed.
O.Â
Bolted joints.
(1)Â
Materials for bolted joints shall be as hereinbefore
specified.
(2)Â
Before the pieces are assembled, rust-preventative
coatings shall be removed from machined surfaces. Pipe ends, sockets,
sleeves, housings and gaskets shall be thoroughly cleaned, and all
burrs and other defects shall be carefully smoothed.
(3)Â
If effective sealing of the joint is not attained
at the recommended maximum torque, the joint shall be disassembled
and thoroughly cleaned, then reassembled. Bolts shall not be overstressed
to tighten a leaking joint. A torque wrench shall be used.
P.Â
Pressure and leakage tests.
(1)Â
Except as otherwise directed, all pipelines shall
be given combined pressure and leakage tests in sections of approved
length. The contractor shall furnish and install suitable temporary
testing plugs or caps; all necessary pressure pumps, pipe connections,
meters, gates and other necessary equipment; and all labor required.
The WSD shall have the privilege of using its own gauges.
(2)Â
Subject to approval and provided that the tests are
made within a reasonable time considering the progress of the project
as a whole and the need to put the section into service, the contractor
may make the tests when he desires, utilizing a testing company approved
by the WSD. However, pipelines in excavation or embedded in concrete
shall be tested prior to the backfilling of the excavation or placing
of the concrete, and exposed piping shall be tested prior to field
painting.
(3)Â
Unless it has already been done, the section of pipe
to be tested shall be filled with water of approved quality, and all
air shall be expelled from the pipe. If hydrants or blowoffs are not
available at high points for releasing air, the contractor shall make
the necessary excavations and do the necessary backfilling and make
the necessary taps at such points and shall plug said holes after
completion of the test.
(4)Â
The section under test shall be maintained full of
water for a period of twenty-four (24) hours prior to the combined
pressure and leakage test being applied.
(5)Â
The pressure and leakage test shall consist of first
raising the water pressure (based on the elevation of the lowest point
of the section under test and corrected to the gauge location) to
a pressure of two hundred (200) pounds per square inch. If the contractor
cannot achieve the specified pressure and maintain it for a period
of one (1) hour, the section shall be considered as having failed
to pass the pressure test.
(6)Â
Following or during the pressure test, the contractor
shall make a two-hour leakage test by metering the flow of water into
the pipe while maintaining in the section being tested a pressure
of one hundred fifty (150) pounds per square inch. If the average
leakage is equal to or less than that allowed under AWWA Standard
C600, latest revision, for installation of that specific pipe, the
section shall be considered as having passed the leakage test.
(7)Â
If the section fails to pass the pressure and leakage
tests, the contractor shall do everything necessary to locate, uncover
and repair or replace the defective pipe, fitting or joint, all at
his own expense. Additional tests and repairs shall be made until
the section passes the specified test.
Q.Â
Disinfecting and flushing.
(1)Â
The contractor shall disinfect all pipelines he has
installed.
(2)Â
The contractor shall furnish all equipment and materials
necessary to do the work of disinfecting and shall perform the work
in accordance with the procedure outlined in the AWWA Standard for
Disinfecting Water Mains, Designation: C651, latest revision, as approved
by the WSD's representative. The chlorine dosage shall be such as
to produce not less than ten (10) milligrams per liter residual after
a contact time of twenty-four (24) hours. During the disinfection
period, care shall be exercised to prevent contamination of water
in existing mains.
(3)Â
After disinfecting treatment, the main shall be flushed
with clean water until the residual chlorine content does not exceed
zero and two-tenths (0.2) milligrams per liter.
(4)Â
The contractor shall dispose of the water used in
disinfecting and flushing in an approved manner.
(5)Â
A bacteriological sample shall be taken and submitted
to a laboratory approved by the WSD's representative with all costs
borne by the contractor. Test results from the laboratory are to be
sent directly to the Ashland Water and Sewer Division, Box 9, Ashland,
Massachusetts, 01721, by the laboratory.
R.Â
Failure of system.
(1)Â
The contractor will be required to make test excavations
to ascertain that the proposed position of the connections to existing
mains will be clear of joints, fittings or other obstructions.
(2)Â
If any failure occurs in connecting to existing mains,
service shall be restored in the shortest possible time, the contractor
working around the clock, if necessary. He shall cooperate with the
WSD in notifying the consumers or supplying emergency water. If required
by the WSD, the contractor shall make connections to water mains during
night hours, on Sunday or at another off-peak time for the demand
for water. The contractor shall be responsible for maintaining all
existing services and repairing any damages to existing utilities.
A.Â
Backfilling pipe trenches.
(1)Â
As soon as practicable after the pipes have been laid,
backfilling shall be started. The contractor's attention is directed
to backfilling trenches at pipe joints. At his own risk, the contractor
may backfill the entire trench, including backfill at joints. He shall,
however, be responsible for removing and replacing such backfill,
at his own expense, in order to locate, repair or replace leaking
or defective joints or pipe.
(2)Â
Tree stumps or roots twelve (12) inches or longer
will be considered unsuitable material for backfilling of trenches.
No stone, rock or pieces of bituminous pavement larger than twelve
(12) inches in greatest dimension shall be placed in the backfill
nor shall large masses of backfill be dropped into the trench in such
a manner as to endanger the pipeline.
(3)Â
Should a sufficient quantity of excavated material
be classified by the WSD as unsuitable for backfilling such that backfilling
of the trench cannot be completed with the excavated material, the
contractor shall supply gravel borrow to complete the backfilling.
(4)Â
Backfill of the trench up to a level of twelve (12)
inches above the top of the pipe shall be done by hand shovel with
earth fill free from stones having any dimension greater than three
(3) inches.
(5)Â
This area of backfill is considered the zone around
the pipe and shall be thoroughly compacted before the remainder of
the trench is backfilled. Compaction of the zone around the pipe shall
be done by use of power-driven tampers weighing at least twenty (20)
pounds. Care shall be taken that material close to the bank, as well
as in all other portions of the trench, is thoroughly compacted to
a density of ninety-five percent (95%).
(6)Â
The remainder of the trench above the zone around
the pipe shall be backfilled and compacted. Compaction of backfill
in the remainder of the trench shall be done in layers not exceeding
twelve (12) inches in depth and by use of power-driven tampers weighing
at least twenty (20) pounds. Water jetting shall be used only when
approved by the WSD.
B.Â
Restoring trench surface. Where the trench occurs
adjacent to paved streets in shoulders, sidewalks or in cross-country
areas, the contractor shall thoroughly consolidate the backfill and
shall maintain the surface as the work progresses. If settlement takes
place, he shall immediately deposit additional fill to restore the
level of the ground. Adjacent to streets and highways, the top twelve-inch
layer of trench backfill shall consist of compacted gravel. If, in
the opinion of the WSD, the top twelve-inch layer is unsuitable for
use as subgrade or shoulder material, it may order the contractor
to remove this layer and to provide gravel subbase. The contractor
shall maintain repair of the trench for one (1) year from the date
of surfacing or backfilling.
C.Â
State highway paving. Work to be done on roads designated
as state highways shall conform to the following subsections. References
are made to sections and terms of the state highway specifications.
(1)Â
The gravel subbase shall conform to that as specified
under Section 2E-8, Gravel Subbase, of the state specifications. The
subbase shall be a minimum of twenty (20) inches, compacted measure,
and shall be entirely new gravel subbase.
(2)Â
After backfilling has been completed and subgrades
reestablished, a two-inch bituminous concrete Type I-1 temporary pavement
shall be installed and maintained by the contractor. Permanent pavement
shall not be placed until a period of at least ninety (90) days has
elapsed from the time of trench backfilling.
(3)Â
When directed by the Superintendent or the Massachusetts
Department of Public Works, the contractor shall remove the temporary
pavement and regrade the gravel subbase for installation of permanent
pavement. The permanent pavement shall consist of a six-inch cement
concrete slab, a two-inch binder course and a one-half-inch-to-three-fourths-inch
top course.
(4)Â
The concrete slab shall be cast-in-place conforming
to Massachusetts standard specifications for Class F cement concrete
and shall be high early strength. The slab shall be reinforced as
required.
(5)Â
The binder course shall be Class I bituminous concrete
pavement, Type I-1, and shall be in accordance with Section 460 of
the standard specifications.
(6)Â
Upon completion of the binder course, the contractor
shall install the surface treatment or top course which shall consist
of Class I dense bituminous concrete, Type ST, machine laid. In the
case of a transverse trench, the top course shall extend thirty (30)
feet beyond the limits of each edge of the trench and vary in depth
from three-fourths (3/4) inch to one-half (1/2) inch.
(7)Â
The contractor shall notify the District 4 Office
of the Department of Public Works twenty-four (24) hours prior to
the start of work. The District 4 Office is located at 519 Appleton
Street, Arlington, Massachusetts, 02174, telephone number 648-6100.
All work shall be done as directed by and to the satisfaction of the
engineer from the Massachusetts Department of Public Works.
D.Â
Temporary pavement (non-state highways).
(1)Â
Where directed by the WSD and immediately after backfilling,
the contractor shall place temporary bituminous pavement between the
edges of the existing pavement. It shall consist of Class I bituminous
concrete pavement, Type I-1, two (2) inches thick, in accordance with
Section 460 of the Standard Specifications for Highways and Bridges
of the Department of Public Works of the Commonwealth of Massachusetts,
dated 1973, and all amendments thereto.
(2)Â
The temporary pavement shall be repaired as necessary
to maintain the surface of the pavement until replaced by the permanent
pavement. When so directed by the WSD, the contractor shall remove
the temporary pavement and regrade the subbase for installation of
permanent pavement.
E.Â
Permanent pavement (non-state highways).
(1)Â
The bituminous paving mixture, equipment, methods
of mixing and placing and the precautions to be observed as to weather
condition of base, etc., shall be in accordance with Section 460 of
the Standard Specifications for Highways and Bridges of the Massachusetts
Department of Public Works.
(2)Â
The bituminous concrete pavements shall consist of
Class I bituminous concrete, Type I-1, as shown in Section 460 of
the Standard Specifications for Highways and Bridges of the Massachusetts
Department of Public Works.
(3)Â
The edges of the existing pavement shall be trimmed
back to a reasonably smooth line subject to the approval of the Ashland
Highway Division. Immediately prior to installing the binder course,
the trimmed edges shall be stable and unyielding, free of loose or
broken pieces, and all edges shall be thoroughly broom cleaned. The
contact surfaces of bridge curbings, manholes, catch basins or other
appurtenant structures in pavement shall be painted thoroughly with
a thin uniform coating of bitumen (Specifications C-8) just before
any mixture is placed against them.
(4)Â
The binder course shall be two and one-half (21/2)
inches thick, compacted, and the mixture shall be within the composition
limits of binder course as shown in Section M3.11.00 of Massachusetts
Department of Public Works Standards. It shall be placed only between
the edges of the existing pavement.
(5)Â
The top course of pavement shall be one and one-half
(11/2) inches thick, compacted, and the mixture shall be within the
composition limits of top course as shown in Section M3.11.00 of Massachusetts
Department of Public Works Standards.
F.Â
Pavement maintenance and repair. If points of settlement
or holes appear in the temporary pavement, binder course pavement
or top course pavement, the contractor shall repair the same within
twenty-four (24) hours of notification by the WSD. In emergency situations,
the contractor shall make repairs immediately.
G.Â
Sidewalk and curbing replacement.
(1)Â
Where the replacement of sidewalks is required, the
contractor shall construct either bituminous concrete sidewalks or
cement concrete sidewalks, as determined in the field, to the required
lines and grades and in accordance with these specifications.
(2)Â
If applicable, the contractor shall restore gravel
sidewalks to a condition at least equal to that before the work was
started.
H.Â
Unsuitable material.
(1)Â
If material unsuitable for use in trenches is found
(peat, muck, wood, tree stumps, roots, etc.), the contractor shall
remove such material to the required width and depth and replace it
with thoroughly compacted bank-run gravel as directed.
(2)Â
Material shall be sand or small stone gravel or, in
the case of installation below the water table, bedding shall be one-fourth-by-three-fourths-inch
approximate-sized stone from a depth of six (6) inches below the bottom
of the water main to a point equal to the top of the water main and
the full width of the trench. The trench shall be dewatered to allow
the bedding stone to be placed on a firm bottom and the pipe to be
installed without getting trench water in the pipe.