Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10)

Geosynthetic Retaining Walls

6-14

6-14.3(7) Geosynthetic Retaining Wall Traffic Barrier and Geosynthetic

Retaining Wall Pedestrian Barrier

Geosynthetic wall traffic barrier (single slope and f-shape) and geosynthetic retaining
wall pedestrian barrier shall be constructed in accordance with Sections

6-02.3(11)A

and

6-10.3(2)

, and the details in the Plans. The moment slab supporting the geosynthetic wall

traffic barrier and geosynthetic wall pedestrian barrier shall be continuously wet cured for
3 days in accordance with

Section 6-02.3(11)

6-14.4 Measurement

Permanent geosynthetic retaining wall and temporary geosynthetic retaining wall will be
measured by the square foot of face of completed wall. Corner wrap area and extensions
of the geosynthetic wall beyond the area of wall face shown in the Plans or staked by the
Engineer are considered incidental to the wall construction and will not be included in the
measurement of the square foot of face of completed geosynthetic retaining wall.

Gravel borrow for structural earth wall will be measured as specified in

Section 2-03.4

Shotcrete facing and concrete fascia panel will be measured by the square foot surface
area of the completed facing or fascia panel, measured to the neat lines of the facing or
panel as shown in the Plans. When a footing is required, the measurement of the fascia
panel area will include the footing.

Geosynthetic wall single slope traffic barrier, geosynthetic wall f-shape traffic barrier,
and geosynthetic retaining wall pedestrian barrier will be measured as specified in

Section 6-10.4

for cast-in-place concrete barrier.

6-14.5 Payment

Payment will be made for each of the following Bid items when they are included in the
Proposal:

“Geosynthetic Retaining Wall”, per square foot.
“Temporary Geosynthetic Retaining Wall”, per square foot.
All costs in connection with constructing the temporary or permanent geosynthetic
retaining wall as specified shall be included in the unit Contract price per square
foot for “Geosynthetic Retaining Wall” and “Temporary Geosynthetic Retaining
Wall”, including compaction of the backfill material and furnishing and installing the
temporary forming system.
“Gravel Borrow for Structural Earth Wall Incl. Haul”, per ton or per cubic yard.
All costs in connection with furnishing and placing backfill material for temporary
or permanent geosynthetic retaining walls as specified shall be included in the unit
Contract price per ton or per cubic yard for “Gravel Borrow for Structural Earth Wall
Incl. Haul”.
“Concrete Fascia Panel For Geosynthetic Wall”, per square foot.

Water Mains

7-09

Dirt or other foreign material shall be prevented from entering the pipe or pipe joint
during handling or laying operations, and any pipe or fitting that has been installed with
dirt or foreign material in it shall be removed, cleaned, and re-laid. At times when pipe
laying is not in progress, the open ends of the pipe shall be closed by a watertight plug or
by other means approved by the Engineer to ensure cleanliness inside the pipe.

7-09.3(14) Cutting Pipe

Whenever it becomes necessary to cut a length of pipe, the cut shall be made by abrasive
saw or by a special pipe cutter. Pipe ends shall be square with the longitudinal axis of
the pipe and shall be reamed and otherwise smoothed so that good connections can be
made. Threads shall be cleanly cut. Oxyacetylene torch cutting of ductile iron pipe shall
not be allowed.

7-09.3(15) Laying of Pipe on Curves

7-09.3(15)A

Ductile Iron Pipe

Long radius curves, either horizontal or vertical, may be laid with standard pipe lengths
by deflecting the joints. If the pipe is shown curved on the Plans and no special fittings
are shown, the Contractor can assume that the curves can be made by deflecting the
joints with standard lengths of pipe. If shorter lengths are required, the Plans will indicate
maximum lengths that can be used. The amount of deflection at each pipe joint when
pipe is laid on a horizontal or vertical curve shall not exceed the manufacturer’s printed
recommended deflections.

Where field conditions require deflection or curves not anticipated by the Plans, the
Engineer will determine the methods to be used. No additional payment will be made
for laying pipe on curves as shown on the Plans, or for field changes involving standard
lengths of pipe deflected at the joints. When special fittings not shown on the Plans are
required to meet field conditions, additional payment will be made for special fittings as
provided in

Section 1-09.6

When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight
alignment and then deflected to the curved alignment. Trenches shall be made wider on
curves for this purpose.

7-09.3(15)B

Polyvinyl Chloride (PVC) Pipe (4 inches and Over)

PVC pipe may be bent to allow for slight changes in direction. The minimum bending
radius shall be as follows:

Size

Minimum Bending Radius

4 inch

125 feet

6 inch

175 feet

8 inch

225 feet

10 inch

275 feet

12 inch

325 feet

14 inch

400 feet

Page 7-46

Water Mains

Axial deflection at the pipe joints shall not be allowed.

For 16-inch diameter pipe, changes in direction may be accomplished by axial deflection
of the pipe joint. The maximum axial deflection allowed at each joint is 1 degree. For
changes in direction greater than 1 degree per pipe joint, fittings shall be used.

7-09.3(16) Cleaning and Assembling Joint

The pipe ends, couplings, fittings, and appurtenances shall be cleaned to remove oil,
grit, or other foreign matter from the joint. Care shall be taken to keep the joint from
contacting the ground.

Pipe not furnished with a depth mark shall be marked before assembly to ensure visual
observation of the Work.

7-09.3(17) Laying Ductile Iron Pipe With Polyethylene Encasement

Where shown on the Plans, the Contractor shall lay ductile iron pipe with a polyethylene
encasement. Pipe and polyethylene encasement shall be installed in accordance with
AWWA C105.

7-09.3(18) Coupled Pipe 4 inches in Diameter and Larger

Joints for steel pipe shall be bell and spigot or welded as specified in the Special
Provisions.

Component parts of couplings, rings, and bells shall receive a protective coating in the
same manner as specified for the steel pipe. Bolts and nuts, exposed edges, and flanges
shall, after installation, be covered with coal-tar protective coating conforming to AWWA
C203 or other coating approved by the Engineer.

Steel pipe 4 inches and larger for aboveground service shall be coupled with flanges,
compression type or grooved type couplings.

Pipe for outdoor service above ground shall be protected with a coal-tar protective
coating conforming to AWWA C203 or other coating approved by the Engineer.

7-09.3(19) Connections

7-09.3(19)A

Connections to Existing Mains

Connections to the existing water main shall not be made without first making the
necessary scheduling arrangements with the Engineer in advance. Work shall not be
started until all the materials, equipment, and labor necessary to properly complete the
Work are assembled on the site.

Existing water mains shall be cut by the Contractor unless otherwise specified in the
Special Provisions. The Contractor shall remove the portions of pipe to provide for the
installation of the required fittings at the points of connection. Damage caused by the
Contractor’s operations to existing joints in piping to remain in-service shall be repaired
by the Contractor at no additional expense to the Contracting Agency. The Contractor

Water Mains

7-09

shall determine the exact length of the existing water main that must be removed. The
pipe ends shall be beveled to prevent damage to the transition coupling gasket during
installation of the coupling. The exterior of the existing pipe end shall be cleaned to a
sound, smooth finish before installation of the coupling.

Transition couplings shall be installed by the Contractor and shall be provided with a
plastic film wrap. The plastic film wrap shall be wrapped loosely around the pipe, fittings,
and couplings, and secured with 2-inch-wide polyethylene adhesive tape. Pipelines in
which the couplings are installed shall be wrapped a minimum of 3 feet on each side
of the coupling. Joints or seams in the plastic film wrap shall be made using the 2-inch-
wide polyethylene adhesive tape. The plastic film wrap need not be watertight, but
no part of the pipe or coupling shall be exposed to the backfill. Care shall be exercised
during backfilling to prevent the plastic film wrap from being punctured or otherwise
damaged. Plastic film wrap and its installation shall conform to AWWA C105 except as
modified herein.

Once Work is started on a connection, it shall proceed continuously without interruption
and as rapidly as possible until completed. No shutoff of mains will be permitted
overnight, over weekends, or on holidays.

If the connection to the existing system involves turning off the water, the Contractor
shall be responsible for notifying the residents affected by the shutoff. The Engineer will
advise which property owners are to be notified.

The Contractor may be required to perform the connection during times other than
normal working hours. The Contractor shall not operate any valves on the existing system
without specific permission of the Engineer.

The types of connections are varied and suggested piping arrangements have been
shown on the Plans. For the installation of these connections, the surfaced portion of
the Roadway shall not be penetrated unless the connecting point is directly under it.
For connection by any other method, the Contractor shall furnish a detailed sketch for
approval not less than 2 weeks prior to the expected construction.

7-09.3(19)B

Maintaining Service

Where existing services are to be transferred from old to new mains, the Contractor shall
plan and coordinate its Work with that of the Utility so that service will be resumed with
the least possible inconvenience to customers.

To supply customers with water during the construction of a water main project where
any section of the pipe has passed satisfactory hydrostatic and bacteriological tests,
the Utility reserves the right to tap corporation stops into the section of new pipe and
install service connections at such locations as the Utility may elect. The installation of
any such service connections by the Utility shall not be construed by the Contractor
as an acceptance by the Contracting Agency of any part of the Work required under
the Contract.

Page 7-48

Water Mains

7-09.3(20) Detectable Marking Tape

Detectable marking tape shall be installed over nonmetallic water lines including
services lines. The tape shall be placed approximately 1 foot above the top of the line
and shall extend its full length. Detectable marking tape shall meet the requirements of

Section 9-15.18

7-09.3(21) Concrete Thrust Blocking

Concrete thrust blocking, as detailed on the Plans, shall be placed at bends, tees, dead
ends, and crosses. Blocking shall be commercial concrete meeting the requirement of

Section 6-02.3(2)B

poured in place.

Concrete blocking shall bear against solid undisturbed earth at the sides and bottom of
the trench excavation and shall be shaped so as not to obstruct access to the joints of the
pipe or fittings.

7-09.3(22) Blowoff Assemblies

Blowoff Assemblies shall be constructed at the locations shown on the Plans and in
accordance with the

Standard Plans

7-09.3(23) Hydrostatic Pressure Test

Water main appurtenances and service connections to the meter setter shall be tested in
sections of convenient length under a hydrostatic pressure equal to 150 psi in excess of
that under which they will operate or in no case shall the test pressure be less than 225
psi. Pumps, gauges, plugs, saddles, corporation stops, miscellaneous hose and piping, and
measuring equipment necessary for performing the test shall be furnished and operated
by the Contractor.

Sections to be tested shall normally be limited to 1,500 feet. The Engineer may require
that the first section of pipe, not less than 1,000 feet in length, installed by each of the
Contractor’s crews, be tested in order to qualify the crew and the materials. Pipe laying
shall not be continued more than an additional 1,000 feet until the first section has been
tested successfully.

The pipeline shall be backfilled sufficiently to prevent movement of the pipe under
pressure. Thrust blocks shall be in place and time allowed for the concrete to cure before
testing. Where permanent blocking is not required, the Contractor shall furnish and install
temporary blocking and remove it after testing.

The mains shall be filled with water and allowed to stand under pressure a sufficient
length of time to allow the escape of air and allow the lining of the pipe to absorb water.
The Contracting Agency will furnish the water necessary to fill the pipelines for testing
purposes at a time of day when sufficient quantities of water are available for normal
system operation.

Water Mains

7-09

The test shall be accomplished by pumping the main up to the required pressure, stopping
the pump for 15 minutes, and then pumping the main up to the test pressure again.
During the test, the section being tested shall be observed to detect any visible leakage.

A clean container shall be used for holding water for pumping up pressure on the main
being tested. This makeup water shall be sterilized by the addition of chlorine to a
concentration of 50 mg/l.

The quantity of water required to restore the pressure shall be accurately determined by
pumping through a positive displacement water meter. The meter shall be approved by
the Engineer. Acceptability of the test will be determined as follows:

400

266

The quantity of water lost from the main shall not exceed the number of gallons per hour
as determined by the formula:

Where:

= allowable leakage, gallons/hour

= nominal diameter of the pipe in inches

= test pressure during the leakage test (psi)

= gross length of pipe tested, feet

There shall not be an appreciable or abrupt loss in pressure during the 15-minute
test period.

Pressure gauges used in the test shall be accompanied with certifications of accuracy
from a testing Laboratory approved by the Engineer.

Any visible leakage detected shall be corrected by the Contractor regardless of the
allowable leakage specified above. Should the tested section fail to meet the pressure test
successfully as specified, the Contractor shall, at no additional expense to the Contracting
Agency, locate and repair the defects and then retest the pipeline.

Tests shall be made with the hydrant auxiliary gate valves open and pressure against the
hydrant valve. Each valve shall be tested by closing each in turn and relieving the pressure
beyond. This test of the valve will be acceptable if there is no immediate loss of pressure
on the gauge when the pressure comes against the valve being checked. The Contractor
shall verify that the pressure differential across the valve does not exceed the rated
working pressure of the valve.

Prior to calling out the Engineer to witness the pressure test, the Contractor shall have all
equipment set up completely ready for operation and shall have successfully performed
the test to ensure that the pipe is in satisfactory condition.

Defective materials or workmanship, discovered as a result of hydrostatic field test,
shall be replaced by the Contractor at no additional expense to the Contracting Agency.
Whenever it is necessary to replace defective material or correct the workmanship,
the hydrostatic test shall be re-run at the Contractor’s expense until a satisfactory test
is obtained.

Page 7-50

Water Mains

7-09.3(23)A

Testing Extensions From Existing Mains

When an existing water main is extended with new pipe to a new valve and the distance
from the existing pipe to the new valve is 18 feet or less, the section of new pipe installed
between the new valve and the end of the existing main shall be made with pretested,
prechlorinated pipe, and no hydrostatic test will be required. When the required
hydrostatic tests are conducted in the new main section beyond the installed new valve in
the closed position, the normal pressure of the existing main may be present against the
other side of the new valve.

Where the distance between the end of an existing water main pipe extension to the
new valve is more than 18 feet, the connection of the new pipe to existing pipe shall not
be made until after hydrostatic tests have been made to the required pressure in both
directions against the new valve. This shall be accomplished by a temporary cap or plug
installed on the end of the new pipe, beyond the new valve, as close as possible to the
existing pipe for testing purposes.

The short length of pipe between the temporary cap or plug end with the new valve in
the closed position, with no hydrostatic pressure active on the opposite side of the valve,
shall be subjected to the required test pressure. The same test shall be made against
the other side of the new valve when that section of pipe is tested with no hydrostatic
pressure active in the short section of pipe toward the existing main. The final connection
to the existing main shall be made with pretested prechlorinated pipe.

7-09.3(23)B

Testing Section With Hydrants Installed

When hydrants are included with the section of main pipe to be tested, the testing shall
be conducted in three separate tests as follows:

Test No. 1 – Water main gate valves and hydrant auxiliary gate valves closed, with
the hydrant operating stem valves and hose ports wide open.
Test No. 2 – Water main gate valves and the hydrant operating the stem valves
tightly closed but the hydrant auxiliary gate valves and hose ports wide open.
Test No. 3 – Each hydrant shall be tested to the pressure indicated in

Section

7-09.3(23)

with the hydrant auxiliary gate valve and hose ports closed and the

hydrant operating stem valve wide open.

7-09.3(23)C

Testing Hydrants Installed on Existing Mains

For hydrants installed and connected to an existing main, the hydrant connection
including hydrant tee, connection pipe, and auxiliary gate valves, shall be installed with
pretested materials.

Before the hydrant connection is made to the existing main, the hydrant installation shall
be subjected to the hydrostatic Test No. 3 as specified in

Section 7-09.3(23)

B. Hydrants

installed and connected to an existing main shall have a satisfactory bacteriological
sample obtained following the hydrostatic test.

Water Mains

7-09

7-09.3(24) Disinfection of Water Mains

Before being placed into service, new water mains and repaired portions of, or extensions
to, existing mains shall be chlorinated and a satisfactory bacteriological report obtained.
In the event two unsatisfactory bacteriological reports are obtained on a section of pipe,
the Contractor shall revise his method of disinfection and the form of applied chlorine.

7-09.3(24)A Flushing

Sections of pipe to be disinfected shall first be flushed to remove any solids or
contaminated material that may have become lodged in the pipe. If a hydrant is not
installed at the end of the main, then a tap shall be provided large enough to develop
a flow velocity of at least 2.5 fps in the water main.

Taps required by the Contractor for temporary or permanent release of air, chlorination
or flushing purposes shall be provided by the Contractor as part of the construction
of water mains.

Where dry calcium hypochlorite is used for disinfection of the pipe, flushing shall be
done after disinfection.

The Contractor shall be responsible for disposal of treated water flushed from mains
and shall neutralize the wastewater for protection of aquatic life in the receiving water
before disposal into any natural drainage channel, i.e., receiving water, waters of the
State, including wetlands. The Contractor shall be responsible for disposing of disinfecting
solution to the satisfaction of the Contracting Agency and local authorities. At a minimum,
chlorinated water shall be dechlorinated to a concentration of 0.1 parts per million (ppm)
or less, and pH adjustment to within 6.5 – 8.5 standard units before discharging to
surface waters of the State or to a storm sewer system that drains to surface waters of
the State.

If approved by the Engineer and by the local authority responsible for the sanitary sewer
system, disposal of treated water from mains may be made to an available sanitary sewer,
provided the rate of disposal will not overload the sewer.

7-09.3(24)B

Requirement of Chlorine

Before being placed into service, new mains and repaired portions of, or extensions to,
existing mains shall be chlorinated so that a chlorine residual of not less than 25 mg/l
remains in the water after standing 24 hours in the pipe. The initial chlorine content of the
water shall be not less than 50 mg/l.

7-09.3(24)C

Form of Applied Chlorine

Chlorine shall be applied by one of the methods which follow, to give a dosage of not less
than 50 mg/l of available chlorine.

Page 7-52

Water Mains

7-09.3(24)D Dry Calcium Hypochlorite

As each length of pipe is laid, sufficient high-test calcium hypochlorite (65 to 70 percent
chlorine) shall be placed inside the pipe to yield a dosage of not less than 50 mg/l
available chlorine, calculated on the volume of the water that the pipe and appurtenances
will contain.

The number of grams of 70 percent test calcium hypochlorite required for a 20-foot
length of pipe equals

0.238 × d

, in which “d” is the diameter in inches.

7-09.3(24)E

Liquid Chlorine

A chlorine gas-water mixture shall be applied by means of a solution-feed chlorinating
device, or the dry gas may be fed directly through proper devices for regulating the rate
of flow and providing effective diffusion of the gas into the water within the pipe being
treated. Chlorinating devices for feeding solutions of the chlorine gas, or the gas itself,
must provide means for preventing the backflow of water into the chlorine.

7-09.3(24)F

Chlorine-Bearing Compounds in Water

A mixture of water and high-test calcium hypochlorite (65 to 70 percent Cl) may be
substituted for the chlorine gas-water mixture. The dry powder shall first be mixed as a
paste and then thinned to a 1 percent chlorine solution by adding water to give a total
quantity of 7.5 gallons of water per pound of dry powder. This solution shall be injected in
one end of the section of main to be disinfected while filling the main with water.

7-09.3(24)G Sodium Hypochlorite

Sodium hypochlorite, commercial grade (12.5 percent Cl) or in the form of liquid
household bleach (5 to 6 percent Cl), may be substituted for the chlorine gas-water
mixture. This liquid chlorine compound may be used full strength or diluted with water
and injected into the main in correct proportion to the fill water so that dosage applied to
the water will be at least 50 mg/l.

7-09.3(24)H Point of Application

The point of application of the chlorinating agent shall be at the beginning of the
pipeline extension or any valved section of it, and through a corporation stop inserted
in the horizontal axis of the pipe. The water injector for delivering the chlorine-bearing
water into the pipe should be supplied from a tap on the pressure side of the gate valve
controlling the flow into the pipeline extension. Alternate points of applications may be
used when approved by the Engineer.

Water Mains

7-09

7-09.3(24)I

Rate of Application

Water from the existing distribution system, or other source of supply, shall be controlled
to flow very slowly into the newly-laid pipeline during application of the chlorine. The
rate of chlorine gas-water mixture or dry gas feed shall be in such proportion to the rate
of water entering the newly-laid pipe that the dosage applied to the water will be at least
50 mg/l.

7-09.3(24)J

Preventing Reverse Flow

No connections shall be made between the existing distribution system and pipelines
not disinfected that are constructed under this Contract without a State Department of
Health approved backflow preventer installed in the connecting line.

7-09.3(24)K

Retention Period

Treated water shall be retained in the pipe at least 24 hours. After this period, the chlorine
residual at pipe extremities and at other representative points shall be at least 25 mg/l.

7-09.3(24)L

Chlorinating Valves, Hydrants, and Appurtenances

In the process of chlorinating newly laid pipe, valves, hydrants, and other appurtenances
shall be operated while the pipeline is filled with the chlorinating agent and under normal
operating pressure.

7-09.3(24)M Chlorinating Connections to Existing Water Mains and Water

Service Connections

The chlorinating procedure to be followed shall be as specified in AWWA Standard C651.
All closure fittings shall be swabbed with a very strong chlorine solution at least as strong
as liquid household bleach (5 to 6 percent Cl).

7-09.3(24)N Final Flushing and Testing

Following chlorination, treated water shall be flushed from the newly-laid pipe until the
replacement water throughout its length shows, upon test, the absence of chlorine. In
the event chlorine is normally used in the source of supply, then the tests shall show a
residual not in excess of that carried in the water supply system.

A sample tap shall be located ahead of the flushing hose for convenience and for sanitary
sampling.

Before placing the lines into service, a satisfactory report shall be received from the local
or State Health Department on samples collected from representative points in the new
system. Samples will be collected and bacteriological tests obtained by the Engineer.

At a minimum, chlorinated water shall be dechlorinated to a concentration of 0.1 parts per
million (ppm) or less, and pH adjustment to within 6.5 to 8.5 standard units, if necessary,
before discharging to surface waters of the State or to a storm sewer system that drains
to surface waters of the State.

Page 7-54

Water Mains

7-09.3(24)O Repetition of Flushing and Testing

Should the initial treatment result in an unsatisfactory bacteriological test, the original
chlorination procedure shall be repeated by the Contractor until satisfactory results are
obtained. Failure to get a satisfactory test shall be considered as failure of the Contractor
to keep the pipe clean during construction, or to properly chlorinate the main.

7-09.4 Measurement

Measurement for payment of pipe for water mains will be by the linear foot of pipe laid
and tested and shall be measured along the pipe through fittings, valves, and couplings.

Measurement for payment of blowoff assembly will be per each.

When listed as a pay item, rock excavation will be measured in its original position by
volume in cubic yards. The quantity measured for payment will include only the material
excavated from within the limits hereinafter defined. Any additional excavation outside of
these limits will be considered as having been made for the Contractor’s benefit, and all
costs in connection with such excavation shall be included in the unit Contract prices for
the various items of Work.

The horizontal limits for measuring rock excavation will be the sides of the trench, except
no payment will be made for material removed outside of vertical planes extended
beyond the maximum trench widths, as specified in

Section 7-09.3(7)

. Vertical distances

shall be measured from the upper surface of the rock to an elevation 6 inches below
the underside of the pipe barrel, or to the lower surface of the rock, whichever is less.
Boulders exceeding 1 cubic yard in volume shall be paid for according to their measured
volume.

Removal of the extra trench excavation as defined in

Section 7-09.3(7)C

will be measured

by the cubic yard. The depth shall be the actual depth removed for the changed line or
grade in accordance with

Section 7-09.3(5)

or as ordered by the Engineer in accordance

with

Section 1-04.4

. The width shall be the actual width removed for the changed line or

grade, but in no case shall the measured width exceed the allowable widths specified in

Section 7-09.3(7)

Removal and replacement of unsuitable material will be measured by the cubic yard. The
depth shall be the actual depth removed below the depth specified in

Section 7-09.3(5)

The width shall be the actual width removed, but in no case shall the measured width
exceed the allowable widths specified in

Section 7-09.3(7)

Measurement of bank run gravel for trench backfill will be by the cubic yard measured in
trucks at the point of delivery.

Shoring or extra trench excavation will be measured as specified in

Section 2-09.4

for

shoring or extra excavation Class B.

Water Mains

7-09

7-09.5 Payment

Payment will be made for each of the following Bid items that are included in the
Proposal:

“_________Pipe for Water Main_____ In. Diam.”, per linear foot.
The unit Contract price per linear foot for each size and kind of “__________ Pipe
for Water Main _____ In. Diam.” shall be full pay for all Work to complete the
installation of the water main, including but not limited to, trench excavation,
bedding, laying and jointing pipe and fittings, backfilling, concrete thrust blocking,
testing, disinfecting the pipeline, flushing, dechlorination of water used for flushing,
and cleanup.
Payment for restoration will be made under the applicable items shown in the
Proposal. If no pay items for restoration are included in the Proposal, restoration
shall be considered incidental to the Work of constructing the water main, and all
costs thereof shall be included in the unit Contract price Bid for “______ Pipe for
Water Main ____ In. Diam.”
“Rock Excavation”, per cubic yard.
If no pay item is listed, rock excavation shall be considered incidental to the Work
to construct the water main and all costs shall be included in other items of Work
specified in

Section 7-09.5

“Extra Trench Excavation”, per cubic yard.
“Removal and Replacement of Unsuitable Material”, per cubic yard.
“Bank Run Gravel for Trench Backfill”, per cubic yard.
No separate payment will be made for clearing and grubbing, removal of existing
street improvements, furnishing and installing sand cushion, protection of existing
utilities and services, trench excavation and backfill, bedding the pipe, and
compacting the backfill. These items shall all be considered as incidental to the Work
of constructing the water main, and all costs thereof shall be included in the payment
as specified in

Section 7-09.5

“Shoring or Extra Excavation Trench”, per square foot.
“Blowoff Assembly”, per each.
The unit Contract price Bid per each for “Blowoff Assembly” shall be full pay for
all Work to install the blowoff assembly, including but not limited to excavating,
backfilling, laying and jointing pipe, tapping the main, corporation stop, pipe and
fittings, gate valve, meter box, and cover and cleanup.

Page 7-58

Valves for Water Mains

7-12

Valves for Water Mains

7-12.1 Description

Valves for water mains shall be suitable for ordinary waterworks service, intended to be
installed in a normal position on buried pipelines for water distribution systems.

Valves shall open counterclockwise and shall be equipped with a 2-inch-square AWWA
standard operating nut. Unless otherwise specified, all valves shall be the nonrising
stem type.

7-12.2 Materials

Materials shall meet the requirements of the following sections:

Gate Valves (3 to 16 inches)

Butterfly Valves

Valve Boxes

Valve Marker Posts

Combination Air Release/Air Vacuum Valves

9-30.3(7)

End Connections

9-30.5(1)

Tapping Sleeve and Valve Assembly

9-30.3(8)

The valves shall be standard pattern of a manufacturer whose products are approved by
the Engineer and shall have the name or mark of the manufacturer, year valve casting was
made, size and working pressure plainly cast in raised letters on the valve body.

The valve bodies shall be cast iron, ductile iron, or other approved material mounted with
approved noncorrosive metals. All wearing surfaces shall be bronze or other approved
noncorrosive material, and there shall be no moving bearing or contact surfaces of
iron in contact with iron. Contact surfaces shall be machined and finished in the best
workmanlike manner, and all wearing surfaces shall be easily renewable.

7-12.3

Construction Requirements

All valves shall be inspected upon delivery in the field to ensure proper working order
before installation. They shall be set and jointed to the pipe in the manner as set forth
in the AWWA Standards for the type of connecting ends furnished. The valves shall also
be carefully inspected for injury to the outer protective coatings. At all places where the
coating has been ruptured or scraped off, the damaged area shall be cleaned to expose
the iron base installation, and the cleaned area shall then be recoated with two or more
field coats of approved protective coating.

Upon delivery at the work site, all valves shall be opened to prevent the collection of
water in the valve. Valves shall have the interiors cleaned of all foreign matter and shall
be inspected both in open and closed position prior to installation. Valves and valve
boxes shall be set plumb and valve boxes shall be placed over the valve or valve operator
in a manner that the valve box does not transmit shock or stress to the valve. The lower
casting of the unit is installed first, in a manner as to be supported by a minimum backfill

Valves for Water Mains

7-12

or by a Styrofoam collar not less than 2 inches in thickness. The casting shall not rest
directly upon the body of the valve or upon the water main. Backfill shall be carefully
tamped around the valve box to a distance of 3 feet on all sides or to the undisturbed
face of the trench if it is closer. The cast iron valve box cover shall be set flush with the
Roadbed or finished paved surface.

The combination air release/air vacuum valves shall be installed as shown in the Plans. All
piping shall be sloped to permit escape of any entrapped air. Backfilling and compaction
shall be as specified in

Section 7-09

After installation, all valves shall be subjected to field testing and disinfected as outlined
in

Section 7-09

. Should any defects in design, materials, or workmanship appear during

these tests, the Contractor shall correct such defects with the least possible delay and to
the satisfaction of the Engineer.

7-12.3(1) Installation of Valve Marker Post

Where required, a valve marker post shall be furnished and installed with each valve.
Valve marker posts shall be placed at the edge of the Right of Way opposite the valve
and be set with 18 inches of the post exposed above grade. The exposed portion of the
valve marker posts shall be painted with two coats of concrete paint in a color selected
by the Engineer, and then the size of the valve and the distance in feet and inches to the
valve shall be stenciled with black paint on the face of the post, using a stencil which will
produce letters 2 inches high.

7-12.4 Measurement

Measurement of valves shall be per each for each type and size actually installed.

7-12.5 Payment

Payment will be made for each of the following Bid items that are included in the
Proposal:

“Gate Valve ____ In.”, per each.
“Butterfly Valve ____ In.”, per each.
“Comb. Air Release/Air Vacuum Valve Assembly ____ In.”, per each.
“Tapping Sleeve and Valve Assembly ____ In.”, per each.
The unit Contract price per each for the valve specified shall be full pay for all
Work to furnish and install the valve complete in place on the water main, including
trenching, jointing, blocking of valve, painting, disinfecting, hydrostatic testing, valve
box, and marker post.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 40