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

Hydrants 7-14

7-14 Hydrants

7-14.1 Description

This section covers the installation of dry barrel fire hydrants intended for ordinary water
works service.

7-14.2 Materials

Materials shall meet the requirements of the following sections:
Hydrants

End Connections

Hydrant Dimensions

Hydrant Extensions

Hydrant Restraint

Traffic Flange

Guard Posts

7-14.3

Construction Requirements

7-14.3(1) Setting Hydrants

Where shown in the Plans, hydrants shall be installed in accordance with the

Standard

Plans

. In addition, a minimum 3-foot radius unobstructed working area shall be provided

around all hydrants. The sidewalk flange shall be set 2 inches above finished grade.

All hydrants shall be set on concrete blocks as shown in the

Standard Plans

. The hydrant

barrel drain shall waste into a pit of porous gravel material situated at the base of the
hydrant as shown in the

Standard Plans

All hydrants shall be inspected upon delivery in the field to ensure proper working order.
After installation, fire hydrants, auxiliary gate valves, and other appurtenances thereto
shall be subjected to a hydrostatic test and disinfection procedures as specified in

Section 7-09

After all installation and testing is complete, the exposed portion of the hydrant shall
be painted with one field coat. The type and color of paint will be designated by
the Engineer.

Any hydrant not in service shall be identified by covering with a burlap or plastic bag
properly secured.

Page 7-62

7-14.3(2) Hydrant Connections

Hydrant laterals shall consist of one continuous section of 6-inch ductile iron pipe from
the main to the hydrant and shall include an auxiliary gate valve set vertically and placed
in accordance with the

Standard Plans

7-14.3(2)A

Hydrant Restraints

The thrust created in the hydrant lateral shall be restrained as shown in the

Standard

Plans

. If applicable, shackle rods, after installation, shall be cleaned and painted with two

coats of asphalt varnish, or with such other bituminous coating as may be approved by the
Engineer.

7-14.3(2)B

Auxiliary Gate Valves and Valve Boxes

Auxiliary gate valves and valve boxes shall be installed in accordance with

Section 7-12

except that the end connections shall be provided with lugs for shackling, or the bells
shall provide sufficient clearance between the body of the valve and the hub to permit
the installation of shackles.

7-14.3(2)C

Hydrant Guard Posts

Hydrant guard posts shall be constructed at the locations shown in the Plans. The
exposed portion of each guard post shall be painted with one coating of the type and
color designated by the Engineer.

7-14.3(3) Resetting Existing Hydrants

Where existing hydrants are shown in the Plans for adjustments to conform to a new
street alignment or grade or both, the hydrant shall be relocated without disturbing the
location of the hydrant lateral tee at the main.

The method for thrust restraint for the hydrant lateral shall be determined by the
conditions found in the field and shall be constructed as ordered by the Engineer at no
additional cost to the Contracting Agency.

This Work shall conform to

Section 7-14.3(1)

7-14.3(4) Moving Existing Hydrants

Existing hydrants shall be moved where shown in the Plans. When the existing hydrant
lateral tee does not accommodate a new hydrant location, a new hydrant lateral tee shall
be installed in the main. The existing hydrant lateral tee shall be removed from the main
(if said main is to remain active), and a new section of pipe inserted into the water main
in place of the existing hydrant lateral tee. Where the existing main to which the existing
hydrant lateral tee is connected, and is to be abandoned or temporarily activated after the
existing hydrant is moved, the open end of the hydrant lateral pipeline shall be plugged
(and temporary thrust restrain provided if temporarily reactivated). All Work shall meet
the requirements of

Section 7-14.3(1)

Hydrants 7-14

7-14.3(5) Reconnecting Existing Hydrants

Existing hydrants shall be reconnected where shown in the Plans. The location and
elevation of the existing hydrant shall remain unchanged, but the existing hydrant
connection is changed to connect with a new hydrant tee provided in a new main.

Where existing hydrants were not shackled to the old main, the new connection shall
be shackled with steel rods as shown in the

Standard Plans

, or by such other shackling

method as approved by the Engineer.

Hydrant reconnections shall meet the requirements of Sections

7-14.3(1)

and

7-14.3(2)

7-14.3(6) Hydrant Extensions

The Contractor shall furnish and install hydrant extensions where required. The hydrant
extensions, operating stems for the hydrant main valves, and sidewalk flanges shall
conform to AWWA C502. After installation, the extended fire hydrant shall be subjected
to a hydrostatic pressure test and disinfection procedure as specified in

Section 7-09

7-14.4 Measurement

Measurement of hydrant assembly, resetting existing hydrants, moving existing hydrants,
and reconnecting existing hydrants will be made per each. Measurement of hydrant
extension will be made per linear foot.

7-14.5 Payment

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

“Hydrant Assembly”, per each.
The unit Contract price per each for “Hydrant Assembly” shall be full pay for all
Work to furnish and install fire hydrant assemblies, including all costs for auxiliary
gate valve, shackles, tie rods, concrete blocks, gravel, and painting required for
the complete installation of the hydrant assembly as specified, except the pipe
connecting the hydrant to the main and the hydrant lateral tee will be paid for as
specified in

Section 7-09.5

“Resetting Existing Hydrant”, per each.
The unit Contract price per each for “Resetting Existing Hydrant” shall be full pay for
all Work to reset the existing hydrant, including shackling, painting, and reconnecting
to the main. New pipe required from the main to the hydrant will be paid as specified
in

Section 7-09.5

“Moving Existing Hydrant”, per each.
The unit Contract price per each for “Moving Existing Hydrant” shall be full pay for
all Work to move the existing hydrant, including new hydrant lateral tee, shackling,
painting, and reconnecting to the main. New pipe for hydrant connections will be
paid for as specified in

Section 7-09.5

Service Connections

7-15

Service Connections

7-15.1 Description

This Work consists of installing 2 inch and smaller service connections from the
main to and including the meter setter for the premises served. Service connections
larger than 2 inches shall be installed as detailed on the Plans or as described in the
Special Provisions.

7-15.2 Materials

Materials shall meet the requirements of the following sections:
Saddles

Corporation Stops

Service Pipe

Service Fittings

Meter Setters

Bronze Nipples and Fittings

9-30.6(6)

Meter Boxes

9-30.6(7)

7-15.3

Construction Requirements

All service connections to water mains, except to ductile iron pipe Class 52 or stronger,
shall be made using saddles as specified and be of the size and type suitable for use with
the pipe being installed. Ductile iron pipe Class 52 or stronger may be direct tapped for
corporation stops in accordance with the recommendations of DIPRA; unless direct taps
are prohibited by the Special Provisions. Service pipelines shall be installed perpendicular
to the main, unless shown otherwise in the Plans.

The depth of trenching for service connection piping shall provide a minimum of 3 feet of
cover over the top of the pipe. Particular care shall be exercised to ensure that the main is
not damaged by the Work undertaken to install the service. Excavating and backfilling for
service connections shall be as specified in

Section 7-09

, except that the service pipeline

shall be installed under pavement, curbs, and sidewalks by boring methods approved by
the governmental agency having jurisdiction over the Roadway.

Service pipes shall be cut using a tool or tools specifically designed to leave a smooth,
even, and square end on the piping material to be cut. Cut ends shall be reamed to the
full inside diameter of the pipe. Pipe ends to be connected using couplings which seal
to the outside surface of the pipe shall be cleaned to a sound, smooth finish before the
couplings are installed. The meter box shall be adjusted to the finished grade after the
surface has been acceptably restored.

Where shown in the Plans, existing service connections shall be reconnected to the new
mains. The location of existing service connections shall be verified in the field by the
Contractor. The Contractor shall notify affected customers of the service interruption at
least 24 hours prior to service interruption.

Page 7-66

Service Connections

Pipe materials used to extend or replace existing service connections beyond the
meter box shall be copper or polyethylene pipe. Insulating couplings shall be used at
any connection between galvanized steel or iron pipe and copper pipe. All fittings,
appurtenances, and other miscellaneous materials on the sections of existing pipe that
have been removed shall become the property of the Contractor.

7-15.3(1) Flushing and Disinfection

All service pipe and appurtenances shall be prechlorinated prior to installation. After
installation, the service connection shall be flushed prior to connecting the meter.

7-15.4 Measurement

Service connections will be measured per each for each size of service connection
installed.

7-15.5 Payment

Payment will be made for the following Bid item when it is included in the Proposal:

“Service Connection ____ In. Diam.”, per each.
The unit Contract price per each for “Service Connection ____ In. Diam.” shall be
full pay for all Work to install the service connection, including but not limited
to, excavating, tapping the main, laying and jointing the pipe and fittings and
appurtenances, backfilling, testing, flushing, and disinfection of the service
connection.

Page 7-68

Sanitary Sewers

7-17

Sanitary Sewers

7-17.1 Description

This Work consists of constructing sanitary sewer lines in accordance with the Plans,
these Specifications, and the

Standard Plans

, as staked.

7-17.2 Materials

Pipe used for sanitary sewers may be:
Rigid

Thermoplastic

Concrete

ABS Composite

Vitrified Clay

PVC (Polyvinyl Chloride)

Ductile Iron

Polypropylene

All sanitary sewer pipe shall have flexible gasketed joints unless otherwise specified.

It is not intended that materials listed are to be considered equal or generally
interchangeable for all applications. The Engineer shall determine from the materials listed
those suitable for the project, and shall so specify in the Specifications or the Plans.

Materials shall meet the requirements of the following sections.

Plain Concrete Storm Sewer Pipe

9-05.7(1)

Reinforced Concrete Storm Sewer Pipe

9-05.7(2)

Vitrified Clay Sewer Pipe

9-05.8

Solid Wall PVC Sanitary Sewer Pipe

9-05.12(1)

Profile Wall PVC Sanitary Sewer Pipe

9-05.12(2)

Ductile Iron Sewer Pipe

9-05.13

ABS Composite Sewer Pipe

9-05.14

Polypropylene Sewer Pipe

9-05.24

All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible
and permanent under normal conditions of handling and storage.

7-17.3

Construction Requirements

Sanitary sewers shall be constructed in accordance with

Section 7-08.3

7-17.3(1) Protection of Existing Sewerage Facilities

All existing live sewers including septic tanks and drain fields shall be kept in service at
all times. Provision shall be made for disposal of sewage flow if any existing sewers are
damaged. Damage to existing sewers shall be repaired by the Contractor, at no expense
to the Contracting Agency, to a condition equal to or better than their condition prior to
the damage.

Sanitary Sewers

7-17

Water accumulating during construction shall be removed from the new sewers but shall
not be permitted to enter the existing system. The Contractor shall be responsible for
flushing out and cleaning any existing sewers into which gravel, rocks, or other debris
has entered as a result of their operations, and shall repair lift stations or other facilities
damaged by the Contractor’s operations.

The physical connection to an existing manhole or sewer shall not be made until
authorized by the Engineer. Such authorization will not be given until all upstream
lines have been completely cleaned, all debris removed, and where applicable, a pipe
temporarily placed in the existing channel and sealed.

7-17.3(2) Cleaning and Testing

7-17.3(2)A General

Sewers and appurtenances, where required in the Plans, shall be cleaned and tested
after backfilling by either the exfiltration or low pressure air method at the option of the
Contractor, except where the ground water table is such that the Engineer may require
the infiltration test.

All Work involved in cleaning and testing sewer lines between manholes or rodding inlets
as required shall be completed within 15 working days after backfilling of sewer lines
and Structures. Any further delay will require the written consent of the Engineer. The
Contractor shall furnish all labor, materials, tools, and equipment necessary to make the
test, clean the lines, and perform all incidental Work. The Contractor shall perform the
tests under the direction and in the presence of the Engineer. Precautions shall be taken
to prevent joints from drawing during tests, and any damage resulting from these tests
shall be repaired by the Contractor at no expense to the Contracting Agency. The manner
and time of testing shall be subject to approval by the Engineer.

All wyes, tees, and stubs shall be plugged with flexible jointed caps, or acceptable
alternate, securely fastened to withstand the internal test pressure. Such plugs or caps
shall be readily removable, and their removal shall provide a socket suitable for making a
flexible jointed lateral connection or extension.

Testing side sanitary sewers shall be for their entire length from the public sewer in the
street to the connection with the building’s plumbing. Their testing shall be as required
by the local sanitary agency but in no case shall it be less thorough than that of filling the
pipe with water before backfilling and visually inspecting the exterior for leakage. The
decision of the Engineer as to acceptance of the side sanitary sewer shall be final.

If any sewer installation fails to meet the requirements of the test method used, the
Contractor shall determine, at no expense to the Contracting Agency, the source or
sources of leakage and shall repair or replace all defective materials or workmanship at
no expense to the Contracting Agency. The complete pipe installation shall meet the
requirements of the test method used before being considered acceptable.

Page 7-70

Sanitary Sewers

7-17.3(2)B

Exfiltration Test

Prior to making exfiltration leakage tests, the Contractor may fill the pipe with clear water
to permit normal absorption into the pipe walls provided, however, that after so filling the
pipe, the Contractor shall complete the leakage test within 24 hours after filling. When
under test, the allowable leakage shall be limited according to the provisions that follow.
Specified allowances assume pre-wetted pipe.

Leakage shall be no more than 0.28 gph per inch diameter per 100 feet of sewer, with a
hydrostatic head of 6 feet above the crown at the upper end of the test section, or above
the natural ground water table at the time of test, whichever is higher. The length of pipe
tested shall be limited so that the pressure at the lower end of the section tested does not
exceed 16 feet of head above the invert, and in no case shall be greater than 700 feet or
the distance between manholes when greater than 700 feet.

Where the test head is other than 6 feet, the maximum leakage shall not exceed the
amount determined from the following equation:

Maximum leakage (in gallons per hour) = 0.28 × (√H/√6) × D × (L/100)
Where:

= diameter (in.)

= length of pipe (ft.)

= test head (ft.)

When the test is to be made one joint at a time, the leakage per joint shall not exceed the
computed allowable leakage per length of pipe.

7-17.3(2)C

Infiltration Test

Where the natural ground water head over the pipe is 2 feet or less above the crown of
pipe at the upper end of the test section, the infiltration test leakage shall not exceed
0.16 gallons per hour per inch of diameter per 100 feet of pipe length. The length of pipe
tested shall not exceed 700 feet or the distance between manholes when greater than
700 feet.

Where the natural ground water head is greater than 2 feet, the maximum leakage shall
not exceed the amount determined from the following equation:

Maximum leakage (in gallons per hour) = 0.16 × (√H/√2) × D × (L/100)
Where:

= diameter (in.)

= length of pipe (ft.)

= natural ground water head (ft.)

When a suitable head of ground water exists above the crown of the pipe and when the
pipe is large enough to work inside, acceptance may be based on the repair of visible
leakage by means satisfactory to the Engineer.

Sanitary Sewers

7-17

7-17.3(2)D

Other Test Allowances

For either the infiltration or exfiltration test, all lateral or side sewer branches included in
the test section shall be taken into account in computing allowable leakage. An allowance
of 0.2 gallons per hour per foot of head above invert shall be made for each manhole
included in a test section.

Upon final acceptance of the Work all sewers, side sewers and fittings shall be open,
clean, and free draining.

7-17.3(2)E

Low Pressure Air Test for Sanitary Sewers Constructed of Air

Permeable Materials

Air permeable materials include concrete and vitrified clay. Low pressure air testing may
be used for air permeable pipes 30 inches in diameter and smaller.

The test equipment to be used shall be furnished by the Contractor and shall be inspected
and approved by the Engineer prior to use. The Engineer may at any time require a
calibration test of gauges or other instrumentation that is incorporated into the test
equipment. Calibration tests shall be certified by an independent testing Laboratory.

Plugs used to close the pipe for the air test must be securely braced to prevent the
unintentional release of a plug, which can become a high velocity projectile. Gauges, air
piping manifold, and valves shall be located at the top of the ground. No one shall be
permitted to enter a manhole or catch basin where a plugged pipe is under pressure. Air
testing apparatus shall be equipped with a pressure release device, such as a rupture disk
or a pressure relief valve, designed to activate when the pressure in the pipe exceeds 2
psig above the required test pressure.

If the pipe to be tested is submerged by groundwater, the backpressure on the pipe
created by the groundwater submergence must be determined. All gauge pressures
described in the test shall be increased by that amount.

The first section of pipe installed by each crew shall be tested in order to qualify the crew
and material. A successful test for the section shall be a prerequisite to further installation
by that crew. Following the initial test, pipes shall be tested from manhole to manhole,
catch basin to catch basin, or such shorter lengths as determined by the Contractor.

Air shall be slowly supplied to the plugged pipe section until the internal air pressure
reaches 4 psig. Wait at least 2 minutes to allow for pressure and temperature stabilization
to occur within the pipe.

When the pressure decreases to 3.5 psig, the air pressure test shall begin. The test shall
consist of measuring the time in seconds for the pressure in the pipe to drop from 3.5 psig
to 2.5 psig. The pipe shall be considered acceptable if the time in seconds for the pressure
drop is equal to or greater than the required time as calculated below:

Page 7-72

Sanitary Sewers

K = 0.0111d

C = 0.0003918dL
If C

then time = K

If 1 <C

<1.75,

then time = K

If C

> 1.75,

then time = K

/1.75

Where:

= Pipe diameter (inches)

= Pipe length (feet)

= value for each length of pipe of a specific diameter

= sum of all K values

= sum of all C values

This method was developed based on an allowable air loss rate of 0.003 cubic feet per
minute (cfm) per square foot of internal pipe surface, with the total air loss rate not less
than 2 cfm nor greater than 3.5 cfm. At the Contractor’s option, the pipe may be tested
without pre-wetting; however, the allowable air loss rate assumes pre-wetted pipe.

Pipe over 30 inches in diameter shall be tested one joint at a time in accordance with
ASTM C1103.

7-17.3(2)F

Low Pressure Air Test for Sanitary Sewers Constructed of Non Air

Permeable Materials

Non air permeable materials include ductile iron, ABS composite, polyvinyl chloride (PVC),
and polyethylene (PE). When non air permeable pipe is subjected to a low-pressure air
test, all of the provisions of

Section 7-17.3(2)E

shall apply, except that the time in seconds

for the pressure drop shall be equal to or greater than four times the required time
calculated in

Section 7-17.3(2)E

Pipe over 30 inches in diameter shall be tested one joint at a time in accordance with
ASTM C1103.

Reaches of thermoplastic pipe containing no joints shall be exempt from testing
requirements.

7-17.3(2)G

Deflection Test for Thermoplastic Pipe

Sanitary sewers constructed of thermoplastic pipe shall be tested for deflection not less
than 30 days after the trench backfill and compaction has been completed. The test
shall be conducted by pulling a properly sized “go-nogo” mandrel through the completed
pipeline. Testing shall be conducted on a manhole-to-manhole basis and shall be done
after the line has been completely flushed out with water.

The mandrel shall be a rigid, nonadjustable mandrel having an effective length of not less
than its normal diameter and an odd-number of legs (9 legs minimum). Minimum diameter
at any point along the full length of the mandrel shall be 95 percent of the base inside
diameter of the pipe being tested.

Sanitary Sewers

7-17

Base inside diameter is derived by subtracting a statistical tolerance package from the
average inside diameter. The tolerance package is defined as the square root of the
sum of squared manufacturing tolerances. The tolerance package for controlled outside
diameter pipe consists of (1) outside diameter tolerance specified in applicable ASTM
Standard, (2) 12 percent of one wall thickness specified in applicable ASTM Standard, and
(3) out of roundness tolerance listed in appendix of applicable ASTM Standard. The items
in the tolerance package for controlled inside diameter pipe consists of (1) inside diameter
tolerance listed in appendix of applicable ASTM Standard and (2) out of roundness
tolerance listed in appendix of applicable ASTM Standard. When out of roundness
tolerance is not listed, use 3 percent of average inside diameter.

The average inside diameter for pipe with controlled outside diameter shall be equal to
the average outside diameter as specified in applicable ASTM Standard minus 2 minimum
wall thicknesses as specified in applicable ASTM Standard and minus 2 times excess
wall tolerance of 6 percent. The average inside diameter for pipes with controlled inside
diameter shall be the average inside diameter as specified in applicable ASTM Standard.

The Contractor shall be required, at no expense to the Contracting Agency, to locate and
uncover any sections failing to pass the test and, if not damaged, reinstall the pipe. The
use of a vibratory re-rounding device or any process other than removal or reinstallation
shall not be acceptable. The Contractor shall retest the section after replacement of the
pipe.

Pipe large enough to work inside of may be accepted on the basis of direct measurement.

7-17.3(2)H

Television Inspection

The Engineer may require any or all sanitary sewer lines be inspected by the use of
a television camera before final acceptance. The costs incurred in making the initial
inspection shall be borne by the owner of the sanitary sewer.

The Contractor shall bear all costs incurred in correcting any deficiencies found during
television inspection including the cost of any additional television inspection that may be
required by the Engineer to verify the correction of said deficiency.

The Contractor shall be responsible for all costs incurred in any television inspection
performed solely for the benefit of the Contractor.

7-17.4 Measurement

The length of sewer pipe will be the number of linear feet of completed installation
measured along the invert and will include the length through elbows, tees and fittings.
The number of linear feet will be measured from the center of manhole to center of
manhole or to the inside face of catch basins and similar type Structures.

The length of testing sewer pipe in conformance with

Section 7-17.3(2)

will be the

number of linear feet of completed installation actually tested.

Page 7-74

Sanitary Sewers

7-17.5 Payment

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

“Plain Conc. or V.C. Sewer Pipe ____ In. Diam.”, per linear foot.
“Cl. ____ Reinf. Conc. Sewer Pipe ____ In. Diam.”, per linear foot.
“PVC Sanitary Sewer Pipe ____ In. Diam.”, per linear foot.
“Ductile Iron Sewer Pipe ____ In. Diam.”, per linear foot.
“ABS Composite Sewer Pipe ____ In. Diam.”, per linear foot.
“Polypropylene Sewer Pipe ____ In. Diam.”, per linear foot.
The unit Contract price per linear foot for sewer pipe of the kind and size specified
shall be full pay for furnishing, hauling, and assembling in place the completed
installation including all wyes, tees, special fittings, joint materials, bedding and
backfill material, and adjustment of inverts to manholes for the completion of the
installation to the required lines and grades.
“Testing Sewer Pipe”, per linear foot.
The unit Contract price per linear foot for “Testing Sewer Pipe” shall be full pay for
all labor, material and equipment required to conduct the leakage tests required in

Section 7-17.3(2)

“Removal and Replacement of Unsuitable Material”, per cubic yard.
The unit Contract price per cubic yard for “Removal and Replacement of Unsuitable
Material” shall be full pay for all Work to remove unsuitable material and replace and
compact suitable material as specified in

Section 7-08.3(1)A

Side Sewers

7-18

Side Sewers

7-18.1 Description

This Work shall consist of constructing side sewers in accordance with the Plans, these
Specifications, and the

Standard Plans

, at locations staked, on both the right of way and

private property between the main sanitary sewer line and the stubout from a residence
or other building.

7-18.2 Materials

Materials shall be the same as required for sanitary sewers in

Section 7-17

7-18.3

Construction Requirements

7-18.3(1) General

The construction requirements for sanitary sewers in

Section 7-17

shall apply to the

construction of side sewers.

Side sewers shall not be backfilled prior to inspection.

Side sewers shall be constructed with a maximum joint deflection not to exceed the
manufacturer’s printed recommendations and in no case shall exceed 2 inches per foot in
any joint. Larger changes in direction shall be made by use of standard ⅛ bends.

7-18.3(2) Fittings

Side sewers shall be connected to the tee, wye, or riser provided in the public sewer,
where such is available, utilizing approved fittings or adapters. Where no tee, wye,
or riser is provided or available, connection shall be made by machine made tap and
approved saddle.

7-18.3(3) Testing

All side sewers shall be tested after backfilling.

All side sewers constructed in conjunction with the main sewer shall, for purposes of
testing as specified in

Section 7-17

, have a 6-inch tee fitting pipe placed at the point

where the side sewer crosses the street or other public Right of Way margin. The tee
opening shall be positioned perpendicular to the side sewer slope, unless otherwise
directed by the Engineer.

When side sewers are not tested simultaneously with the testing of the main sewer, the
Contractor, at no expense to the Contracting Agency, shall furnish and place an additional
tee in the first pipe out of the main sewer tee or wye branch, so that an inflatable rubber
ball can be inserted for sealing off the side sewer and thus permit separate tests.

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