Portions of the water system are constructed by the appropriate
utility, and portions are constructed by private developers. To responsibly
regulate the potable water infrastructure, a consistent quality of
construction is necessary. Design and construction of potable water
infrastructure shall follow the Technical Manual for Potable Water
Facilities as published by HWU. Size, type, class, wall thickness
and pressure rating of water mains shall be as shown on the approved
plans.
7.0.1.
Depth. In general, water mains shall be sufficiently deep so as to
prevent freezing. Minimum cover shall be 42 inches, unless approved
otherwise.
7.0.2.
Sizing. New water mains shall not be less than eight inches (8")
in diameter, unless approved by the Engineer. Any pipe larger than
eight inches (8") shall be ductile iron. Where a main dead ends at
a cul-de-sac, and the water main is not likely to be extended in the
future, a two inch (2") HDPE pipe may be laid around the head of the
cul-de-sac.
Potable water mains and service lines shall be constructed of
the following pipe unless otherwise approved by the Engineer.
7.1.1.
Polyvinyl Chloride (PVC) Pipe. Polyvinyl chloride pipe and fittings
for water mains shall be C-900 or C-905. Pipe 4" to 12" diameter:
150 psi pressure class, DR18. Pipe larger than 12": 165 psi pressure
class, DR 25.
7.1.2.
Ductile Iron Pipe. Ductile iron pipe and fittings for water mains
shall be pressure class 350 and shall conform to AWWA/ANSI C150/A21.5.
Poly-wrap is required for all ductile iron pipe installations. Interior
lining shall be cement mortar. Fittings shall be Class 350, mechanical
joint, AWWA/ANSI C153/A21.53. Ductile iron pipe with special pipe
jointing materials resistant to permeation of petroleum products shall
be used within 200 feet of any oil or gasoline pipeline, underground
storage tank, or any soil contaminated with petroleum products.
7.1.3.
High Density Polyethylene Pipe (HDPE). HDPE pipe for water mains
shall be 160 psi working pressure, DR11 (DR9 for 4" diameter and smaller),
and shall conform to ASTM D-1248 and ASTM D-3350. Fittings shall be
molded or fabricated with ends to match system piping.
7.1.4.
Service Pipes & Meter Installations. All service pipe shall be
type K soft copper. Meter setter kits, meter boxes, meter box lids,
corporation stops and service saddles shall all meet the standards
and specific manufacturer's models and part numbers as detailed in
the HWU Technical Manual for Potable Water Facilities. Service saddles
are required for PVC mains. All soft copper connections shall be flare
type connections.
7.1.5.
Fittings. Fittings for all water mains shall be ductile iron, AWWA/ANSI
C153/A21.53. Fittings shall have mechanical joints meeting the requirements
of AWWA/ANSI C111/A21.11. Fitting shall have interior cement mortar
lining as specified for DI pipe.
7.1.6.
Valves. Gate valves shall conform to AWWA C-509, and shall be resilient
seat, ductile iron body, non-rising stem, fully bronze mounted, and
suitable for working pressures of 150 psi. All gate valves shall be
furnished with mechanical joint end connections, unless otherwise
shown on the Drawings. Each gate valve installed in the ground shall
be installed in a vertical position with a valve box. Gate valves
set with valve boxes shall be provided with a 2-inch square operating
nut and shall be opened by turning to the left (counterclockwise).
Butterfly valves shall be of the tight closing, rubber seat
type, which are recess mounted and securely fastened to the valve
body or to the valve disc. Valves shall be rated for 150 psi pressure.
Valve discs shall rotate 90 degrees from the full open position to
the tight shut position. Valves shall meet the full structural requirements
of the application classes of AWWA C504, latest revision. Valve bodies
shall be constructed of ductile iron and shall have integrally cast
mechanical joint ends. Two (2) trunnions for shaft bearings shall
be integral with each valve body. Valves shafts shall be constructed
of stainless steel or of other approved construction. Operators shall
be the traveling nut type, AWWA C504, Class 150B. Operators shall
be fully gasketed and grease packed and designed to withstand submersion
in water to 10 psi. The number of turns to move from fully open to
fully closed shall closely resemble conventional distribution valve
practice.
7.1.7.
Hydrants. Fire hydrants shall be installed as directed, and not more
than 600 feet apart. Fire hydrant barrels shall have a safety breakage
feature above the ground line. All hydrants shall have 6-inch mechanical
joint shoe connection; two 2-1/2-inch hose discharge nozzles and one
4-1/2-inch pumper nozzle. The nozzle connection threads shall be National
Standard Threads (N.S.T.). The main valve shall have 5-1/4-inch full
opening and be of the compression type, opening against water pressure
so that the main valve remains closed should the barrel be broken
off. Each nozzle is to be protected by nozzle caps. The caps shall
be furnished with a 1-1/2-inch pentagonal opening nut, gaskets and
attachment chains.
Flush hydrants shall be installed at locations as specified,
and at the end of all dead-end lines. Flush hydrant outlets shall
be a minimum of 2-1/2 inches, with minimum 3 inch barrels.
7.1.8.
Air Release Valves. Air release valves and boxes shall be installed
at the high points in the lines as shown on the Drawings. Air valve
stems shall be connected to the main by a corporation stop. Valves
shall be suitable for average working water pressure of 300 psi, have
a 2-inch large orifice and a 3/32-inch small orifice. Valves shall
be equipped with cast iron body and cover, stainless steel float,
Buna-N seat and bronze linkage. Air valve boxes shall be a straight
section of 36" RCP with standard manhole frame and lid, and shall
be set on a crushed stone or gravel base.
7.1.9.
Valve Boxes. Valve boxes shall be of 5-1/4 inch, standard cast iron,
two or three piece, screw-type valve box with drop cover marked "WATER".
7.1.10.
Casing Pipe. Casing pipe for water lines installed by road boring
or in ditch crossings shall be steel, plain end, uncoated and unwrapped,
have a minimum yield point strength of 35,000 psi and conform to ASTM
A252 Grade 2 or ASTM A139 Grade B without hydrostatic tests. The steel
pipe shall have welded joints and be in at least 18-foot lengths.
Pipe shall be straight along the centerline axis within 1/50 of the
outside diameter. Pipe shall also be free from dents or humps due
to damage or variations in wall thickness. For highway and ditch crossings,
the minimum wall thickness of the casing pipe shall be 0.250 inches
for 16 inch and smaller casings; 0.312 inches for 18 inch, 20 inch,
and 22 inch casings, 0.344 for 24 inch and larger casings. For railroad
crossings casings shall have a minimum wall thickness of 0.344 inches.
Field lock gaskets shall be installed at all carrier pipe joints within
all encasement pipe and within one pipe length outside the casing
on both ends.
Unless specifically directed otherwise by the Engineer, not
more than 100 feet of trench shall be opened ahead of the pipe laying
work of any one crew, and not more than 100 feet of open ditch shall
be left behind the pipe laying work of any one crew. Watchmen or barricades,
lanterns and other such signs and signals as may be necessary to warn
the public of the dangers in connection with open trenches, excavation
and other obstructions, shall be provided by and at the expense of
the contractor. Conformance to all state highway requirements shall
be the responsibility of the contractor when encroachment on highway
right-of-way is necessary.
Water line trenches shall be excavated to the depths shown on
the plans or as directed by the Engineer. If depths are not shown
on the plans, all water lines shall have 3'-6" to 4'-0" cover unless
otherwise approved by the Engineer.
Unless specifically authorized by the Engineer, in no case shall
trenches be excavated or permitted to become wider than 2 feet 6 inches
plus the nominal diameter of the pipe at the level of or below the
top of the pipe. If the trench does become wider than 2 feet 6 inches
at the level of or below the top of the pipe, special precautions
may be necessary, such as providing compacted granular fill up to
the top of the pipe or providing pipe with additional crushing strength
as determined by the Engineer after taking into account the actual
trench loads that may result and the strength of the pipe being used.
The contractor shall bear the cost of such special precautions as
necessary.
All excavated materials shall be placed a minimum of 2 feet
back from the edge of the trench.
Prior to excavating the trench, Contractor shall pothole far
enough ahead to reveal obstructions that may necessitate changing
the line or grade of the pipeline, in order to avoid delays or the
addition of avoidable fittings.
When directed by the Engineer, only one half of street crossings
and road crossings shall be excavated before placing temporary bridges
over the side excavated for the convenience of the traveling public.
All backfilled ditches shall be maintained in such a manner that they
will offer no hazard to the passage of traffic. The convenience of
the traveling public and property owners abutting shall be taken into
consideration. All public or private drives shall be taken into consideration
and shall be promptly backfilled or bridged at the direction of the
Engineer. Excavated materials shall be disposed of so as to cause
the least interference, and in every case the disposition of materials
shall be satisfactory to the Engineer. Trenches in which pipes are
to be laid shall be excavated in open cut to the depths shown on the
approved plans, cut sheets or as specified by the Engineer. Where
rock is encountered, is shall be removed to a minimum depth of four
(4) inches below the pipe bells.
Where conditions exist that may be conducive to slides or cave-ins,
proper and adequate sheeting, shoring and bracing shall be installed
(See Section 7.6) to provide safe working conditions and to prevent
damage to work. Trenches shall be kept free of water during the laying
of the pipe and until the pipeline has been backfilled. Removal of
water shall be at the contractor's expense.
All water main pipe shall be bedded with select material. Where
suitable soil conditions are encountered, the trench bottom may be
shaped to cradle the bottom 60 degrees of the pipe. All water main
pipe shall be supported on a level trench bottom. Holes in the trench
bottom or bedding for pipe bells must be provided at each joint and
should be no larger than necessary for proper joint assembly and assurance
that pipe barrel will lie flat on trench bottom. The trench must supply
true and even support for pipe. In no case shall the pipe be supported
directly on solid rock. When rock is encountered in the trench bottom,
bedding shall consist of fine gravel or size #9 crushed stone only.
Pressure pipe shall be installed in accordance with AWWA C600,
latest revision, and laid to lines, cover or grades shown on the drawings.
Water lines installed on a slope greater than 20 degrees shall be
approved on a case by case basis by the Engineer.
Jointing of pipes shall follow the manufacturer's recommended
procedures. The pipeline shall be installed on a level bottom with
holes for the bells cut at each joint and bedded with select material.
Mechanical restraint retainer glands shall be used on all fittings.
Gate valves for lines smaller than 16" or butterfly valves for
lines 16" and larger shall be spaced at a maximum of 500 feet, or
at each fire hydrant tee. Gate or butterfly valves shall also be provided
at all branch lines and at the tie-in to the existing line. At line
tee connections, 3 valves shall be installed. A valve shall be installed
at the end of every line followed by a full section of pipe and end
cap unless otherwise approved in writing by HWU. Hydrant valves shall
be installed with a 6" tee installation and no other taps or services.
The hydrant valve shall isolate the hydrant only. All valves shall
be located outside roadways unless approved by the Engineer.
The points insisted upon in the laying of pipe will be: Proper
alignment, evenness of width and depth of joints, perfection in jointing,
and care of the pipe in handling. Joint deflections shall not exceed
one-half of the manufacturer's recommended maximum allowable. Supporting
of pipe shall be as set out hereinbefore under "Pipe Bedding" and
in no case shall the supporting of pipe on blocks be permitted.
Before each piece of pipe is lowered into the trench, it shall
be thoroughly inspected to insure it is clean. Each piece of pipe
shall be lowered separately unless special permission is given otherwise
by the Engineer. No piece of pipe or fittings which is known to be
defective shall be laid or placed in the lines. If any defective pipe
or fitting shall be discovered after the pipe is laid, they shall
be removed and replaced with a satisfactory pipe or fitting. In case
a length of pipe is cut to fit in a line, it shall be so cut as to
leave a smooth end at right angles to the longitudinal axis of the
pipe and a repair type coupling used as a splicing device.
When installation is stopped for any reason, the exposed ends
of pipes shall be closed with a plug fitted into the pipe bell, so
as to exclude earth or other material, and precautions taken to prevent
flotation of pipe by runoff into trench.
When locating near sewer lines, the horizontal separation between
water and sewer lines should be at least 10 feet measured to the pipe
wall exterior. Should location conditions prevent a horizontal separation
of 10 feet, HWU may allow a deviation on a case by case basis, if
supported by data from the engineer. Such deviation may be allowed
if the sewer is laid in a separate trench or if it is laid in the
same trench with the water main located at one side on a bench of
undisturbed earth. In either case, the elevation of the crown of the
sewer is at least 18 inches below the invert of the water main.
Water mains crossing above sewer lines shall be waterworks grade
ductile iron pipe. The crossing shall be at the midpoint of the section
of sewer pipe. The ductile iron water pipe shall be laid with a 20-foot
section of pipe centered at the sewer line to insure that joints are
as far as possible from the crossing.
Water mains crossing sewers shall be laid to provide a minimum
vertical distance of 18 inches between the outside of the water main
and the outside of the sewer. Should location conditions prevent the
water main from being buried to meet the above requirements and maintain
minimum cover, HWU may allow a deviation on a case by case basis,
if supported by data from the engineer. Such deviation may be allowed
if the sanitary sewer line is constructed with ductile iron pipe with
protective internal coating of "Protecto-401" or equivalent epoxy
coating (RCP or cement lined DIP for storm sewer) for a distance of
10 feet on each side of the water line and one full length of water
main is centered over the sewer so that both joints will be as far
from the sewer as possible. As an alternative for existing sewers,
the sewer line may be encased.
Concrete anchors and thrust blocking of water mains and fittings
shall be placed where shown on the Drawings, required by the Specifications,
or as directed by the Engineer. Concrete shall be 2,500 psi and shall
be mixed sufficiently wet to permit it to flow under the pipe to form
a continuous bed.
Hydrants shall be located as shown on the plans or as directed
by the Engineer. The location shall provide complete accessibility
and minimize the possibility of damage from vehicles or injury to
pedestrians. When placed behind the curb or sidewalk, the hydrant
barrel shall be set so that no portion of the pumper or hose nozzle
cap will be less than 4'-0" from the gutter face of the curb, the
edge of sidewalk, or a driveway. All hydrants shall stand plumb with
the pumper nozzle facing the curb. Hydrants shall be set to the established
grade, with nozzles at 18 inches above finished grade as shown on
the drawings or as directed by the Engineer. Unless otherwise shown,
each hydrant on the drawings shall be connected to the main with a
6-inch branch connection controlled by an independent 6-inch gate
valve. Fine graded river gravel to be placed 6" from surface to 6"
below water line in a 2'-0" radius around hydrant barrel, for dissipation
of weep-hole drainage. No drainage sump shall be connected to a sanitary
sewer. No hydrant shall be set over any other utility.
All hydrants shall be provided with a concrete thrust block,
minimum of 2'-4" x 6" x 16" poured concrete, set against undisturbed
earth. The thrust block shall be placed between undisturbed ground
and the fitting to be anchored. The thrust block shall be so placed
that the pipe and fitting joints will be accessible for repair. If
shown on the drawings or directed by the Engineer any movement shall
be prevented by attaching suitable metal rods, clamps, or restrained
fittings.
M.J. Fittings shall be installed with a restraining gland or
other mechanical restraining system approved in writing by the Engineer
and torqued at the specified foot-pounds of the manufacturer. Additionally,
joining restraint is required along the length of pipe indicated on
the drawings for the various type and size of fitting.
Mechanical joints shall be made in accordance with the recommendations
of the manufacturer. Joint bolts shall be drawn up equally around
the entire periphery maintaining equal spacing from the gland to the
face of the flange at all points around the joint. All bolts shall
be tightened to within the following torque range. Bolts may be snugged
with an air wrench.
Tracer wire and locator tape shall be furnished and installed
with all water mains. The tracer wire shall be taped or suitably held
over the top center of the pipe and shall be #12 single strand copper
wire with THW insulation or approved equal. All splices shall be made
with the aid of DBR Direct Bury Splice Connectors as manufactured
by 3M Electrical Products Division to insure continuity and insulation
of the copper wire from the soil. Tracer wire shall be securely connected
at flange bolts to all valves, fittings and hydrants to provide a
suitable electrical connection. The electrical continuity of tracer
wire between valves and fire hydrants shall be verified and defects
found shall be corrected prior to acceptance by the Engineer. A metallic
locator tape shall be buried in the trench a minimum of 12" over the
top of the pipe and a minimum of 12" below the finished grade. The
words "Caution Water Line Below" shall be repetitively printed along
the length of the tape.
For residential lots a double meter box and hanger setting,
placed on the property line between the two lots, shall be installed
where possible. One-inch soft copper service line shall be installed
for double meter settings and 3/4" soft copper service line shall
be installed for single meter settings.
In cases where storm sewers, gas lines, sewer lines, telephone
lines, and other utilities, or other underground structures are encountered,
they shall not be displaced unless necessary, in which case they shall
be replaced in as good condition as found as quickly as possible.
Any lines or underground structures damaged in the construction shall
be replaced at the contractor's expense, unless in the opinion of
the Engineer, such damage was caused through no fault of the contractor.
The contractor shall notify the utility companies prior to excavation
adjacent to their facilities.
The contractor's attention is further directed to Section 1.10
for additional requirements.
Where unstable material is encountered or where the depth of
excavation in earth exceeds six feet, the sides of the trench or excavation
shall be supported by substantial sheeting, bracing or shoring in
accordance with applicable regulations. Adequate and proper shoring
of all excavations, and design and fabrication of all sheeting and
shoring systems shall be the entire responsibility of the Developer.
Care shall be taken to avoid excessive backfill loads on the
completed pipelines and the requirements that the width of the ditch
at the level of the crown of the pipe be not more than two feet six
inches plus the nominal diameter of the pipe shall, as set out in
Section 7.2 hereinbefore, be strictly observed.
All backfilling shall be accomplished in accordance with the
details shown on Standard Drawings.
When directed by the Engineer, the contractor shall add water
to the backfill material or dry out the material when needed to attain
a condition near optimum moisture content for a maximum density of
the material when it is compacted. The contractor shall obtain a compaction
of the backfill of at least 95 per cent of standard (ASTM D 698) Procter
density where mechanical compaction of backfill is required.
Before final acceptance, the contractor will be required to
level off all trenches or to bring up the level of the surrounding
terrain. The contractor shall also remove from roadways, rights-of-way,
and/or private property all excess earth or other materials resulting
from construction.
In the event that pavement is not placed immediately following
trench backfilling in streets and highways, the contractor shall be
responsible for maintaining the trench surface in a level condition
at proper pavement grade at all times.
In all cases walking or working on the completed pipelines,
except as may be necessary in compaction or backfilling, will not
be permitted until the trench has been backfilled to a point one foot
above the top of the pipe. The filling of the trench and the compacting
of the backfill shall be carried on simultaneously on both sides of
the pipe in such a manner that the completed pipeline will not be
distributed and injurious side pressures do not occur.
7.7.1.
Method "A" Backfilling in Open Terrain. Backfilling of pipeline trenches
in open terrain shall be accomplished in the following manner:
The lower portion of the trench, from the pipe bedding to a
point 6 inches above the top outside surface of the pipe shall be
backfilled with No. 9 crushed stone. This material shall be placed
in 6" layers along each side of the pipe taking care to keep the level
of fill on each side of the pipe equal. Compaction shall be accomplished
by hand-tamping or by approved mechanical methods. Upon approval of
the Engineer, crushed stone, fine gravel, or sand may be used as backfill
in lieu of compacted earth.
The upper portion of the trench above the compacted portion
shall be backfilled with material which is free from large rock. Incorporation
of rock having a volume exceeding eight (8) cubic inches is prohibited.
Backfilling this portion of the trench may be accomplished by any
means approved by the Engineer. The trench backfill shall be heaped
over or leveled as directed by the Engineer.
7.7.2.
Method "B" - Backfilling under Sidewalks, and Unpaved Driveways.
The entire trench shall be backfilled with No. 9 crushed stone.
7.7.3.
Method "C" - Backfilling Under Streets and Paved Driveways. The lower
portion of the trench, from the pipe bedding to a point six inches
(6") below the bottom of the pavement or concrete sub-slab shall be
backfilled with No. 9 crushed stone or fine gravel.
The upper portion of the trench, from a point 6 inches below
the base of the pavement or concrete, shall be backfilled with a base
course of dense graded aggregate. At such time that pavement placement
is accomplished, the excess base course shall be removed as required.
The testing of water mains shall be accomplished by the developer
in accordance with the procedures listed hereinafter. All testing
shall be witnessed by the Engineer. Tests not witnessed by the Engineer
shall be repeated at the developer's expense.
7.8.1.
The developer will be required to test all pipelines and appurtenances
with water. The maximum test pressure, measured at the lowest elevation
of the pipeline being tested, shall be the pressure class of the pipe
unless a specific test pressure is shown on the Drawings. The minimum
test pressure shall be 1.5 times the design static pressure or 150
psi, whichever is greater.
7.8.2.
When the line or section being tested is pumped up to the required
pressure, it shall be valved off from the pump and a pressure gauge
placed in the line. The pressure drop in the line, if any, shall be
noted. If no pressure drop is noted in 4 hours, the HWU, at its discretion,
may accept the line or section as being tested, or HWU may require
the test run the full 24 hours.
7.8.3.
At the end of the 24-hour test period, the pressure shall be recorded.
If there is a drop in pressure, the developer shall be required to
find and repair any leaks, and retest until there is no pressure drop
over the test period.
7.8.4.
Regardless of the testing, all leaks that are evident, in the opinion
of the engineer, due to water at the surface of the ground, or by
listening, the leak can be heard underground with the geophone, or
any other means of determining a leak, the developer shall be required
to repair those leaks.
7.8.5.
The developer shall furnish the meter or suction tank, pipe test
plugs, and bypass piping, and make all connections for conducting
the above tests. The pumping equipment used shall be centrifugal pump,
or other pumping equipment, which will not place shock pressures on
the pipeline. Power plunger or positive displacement pumps will not
be permitted for use on closed pipe system for any purpose.
7.8.6.
Inspection of pipe laying procedures shall in no way relieve the
developer of the responsibility for passing tests or correcting poor
workmanship.
7.8.7.
All testing will be observed by the Engineer.
7.8.8.
Test sections of water main shall not exceed 2500 feet in length.
Inline valves are to be suitably located along the water main to accommodate
this requirement.
Before any new section is put into service and prior to final
acceptance, the developer shall disinfect all constructed water lines
carrying treated water in accordance with AWWA C651, latest revision,
and local and state regulations. All disinfection shall be witnessed
by the Engineer. Tests not witnessed by the Engineer shall be repeated
at the developer's expense.
7.9.1.
Prior to starting disinfection, all water mains must be thoroughly
flushed to remove debris. Disinfection will then be accomplished by
the adding of the chlorine solution while filling the main to obtain
the initial 50 ppm of chlorine. The developer shall supply all equipment,
labor, etc. necessary for flushing and disinfecting the mains. The
developer shall submit, in writing, to the Engineer, the method he
proposes to use for adding the chlorine.
7.9.2.
Disinfection shall be accomplished by filling the new and/or repaired
portions of the system with water having a chlorine content of at
least 50 parts per million and at the end of a 24 hour contact time
a residual of at least 25 parts per million shall remain. At the end
of the 24-hour contact period, all the sterilized surfaces and areas
shall be thoroughly flushed from the water system.
7.9.3.
For tie-ins to an existing system such as the use of tapping valves
where keeping the main out of service would restrict service to existing
customers, disinfection shall, at the Engineer's discretion, consist
of thoroughly cleaning the new part with a solution containing not
less than 200 mg/l (ppm) chlorine.
7.9.4.
After initial disinfection and flushing, the developer will use a
certified lab to collect water samples for bacteriological testing.
A core zone, which includes up to the first 1/2 mile, shall be established.
Two samples shall be taken from the core zone. Additionally, 1 sample
taken from each mile of new distribution main shall be submitted to
HWU. A new or routine replacement main shall not be placed in service
until negative laboratory results are obtained on the bacteriological
analyses. Sample bottles shall be clearly identified as "special"
construction tests. If any of the samples are found to be positive
or contain confluent growth, the developer shall repeat the disinfection
procedure until the required numbers of negative samples are obtained.
7.9.5.
Certified results shall be presented to Engineer in writing before
the new section is put in service. Engineer will then place the new
section in service if usage connections are made and the section is
ready for use. Under no circumstances are valves to be operated by
anyone other than authorized utility personnel.
7.9.6.
De-Chlorination. Chlorinated water shall be disposed of in accordance
with 401 KAR 5:031 and 8:020 which state that the allowable in stream
concentration of chlorine is 10 ug/l, which is equal to 0.01 mg/l.
The developer shall submit, in writing to the Engineer, the method
he proposes for dechlorinating. Recommended chemicals, as given in
AWWA C651-86, are sulfur dioxide, sodium bisulfate, sodium sulfite,
and sodium thiosulfate.
All new service lines, corporation stops and meter kits necessary
for service up to and including the meter box shall be installed before
water main is tested or put in service.
7.10.1.
All new corporation stops are to be installed in the horizontal
3 o'clock or 9 o'clock positions in accordance with the standard drawing.
7.10.2.
All taps on the water main shall be made with an AWWA approved
tapping machine (no manual taps will be allowed). Saddles are not
required for taps of 1" or smaller on ductile iron pipe. All other
taps require the use of a service saddle. Saddles are required on
all PVC pipe.
7.10.3.
A standard setter kit shall be installed at locations as shown
on the construction drawings and as per standard drawings.
7.10.4.
Location of dual meter kit assembly shall be centered on property
line.
7.11.1.
Concrete Sidewalks, Curbs and Gutters. Where concrete sidewalks,
curbs or gutters are cut or disturbed during the construction work,
they shall be replaced in fully as good or better condition than that
which existed prior to the contractor's operation.
When replacing concrete sidewalks, the existing concrete edges
shall be trimmed straight 6 inches back of the trench sides or to
the nearest joint as directed by the Engineer. The existing edges
shall be cleaned and kept moist during pouring to insure a good bond
with new concrete.
Sidewalk shall be formed, poured and cured in conformance with
Section 4.2 of these specifications. Curbs and Gutters shall be formed,
poured and cured in conformance with Section 4.3 of these specifications.
7.11.2.
Concrete Pavement. Where Portland Cement concrete streets and
driveways are removed, they shall be reconstructed to the original
lines and grades and in such manner as to leave all such surfaces
in fully as good or better condition than existed prior to the operation.
The existing concreted paving shall be sawed or cut to straight
edges 12 inches outside the edges of the trench or broken out to an
existing joint.
Concrete pavement shall be formed, poured and cured in conformance
with Section 3.5 of these specifications.
7.11.3.
Bituminous Highway, Street and Driveway Replacement. The contractor
shall replace those sections of existing alleys, streets and driveways
which have been removed during construction. He shall reconstruct
same to the original lines and grades and in such manner as to leave
all such surfaces in fully as good or better condition than that which
existed prior to his operation.
Prior to trenching, the pavement shall be scored or cut to straight
edges at least 12 inches outside each edge of proposed trench to avoid
unnecessary damage to the remainder of the paving. Edges of the existing
pavement shall be re-cut and trimmed to square, straight edges after
the pipeline has been installed and prior to placing the new base
and pavement.
Backfilling the trench shall be in accordance with the previous
section on backfilling trenches. Base course for the paving shall
be Dense Graded Aggregate and shall be placed in accordance with section
3.4 to a depth equal to the existing base course, but not less than
6 inches in streets and alleys, and 4 inches in driveways.
Pavement shall be replaced in conformance with Section 3.4 of
these specifications.
7.12.1.
Horizontal Separation. Water mains should be laid at least 10
feet, horizontally, from an existing or proposed sewer main. Should
local conditions prevent a lateral separation of 10 feet, a water
main may be laid closer than 10 feet to the sewer if:
7.12.2.
Vertical Separation. Whenever sewers must cross under water
mains, the sewers shall be laid at such an elevation that the top
of the sewer is at least 18 inches below the bottom of the water main.
When the elevation of the sewer cannot be buried to meet the above
requirements, the sewer line shall be reconstructed with ductile iron
pipe for a distance of 10 feet on each side of the water line. One
full length of water main shall be centered over the sewer so that
both joints will be as far from the sewer as possible.
Existing mail boxes, clothes line posts, fences, etc., shall
not be disturbed unless necessary, and if disturbed, shall be replaced
in like or better condition as quickly as possible. When materials
have not been damaged by the contractor's operations, they may be
reused in replacing such facilities. Damaged materials shall be replaced
with new materials of the same type at the contractor's expense.
Upon completion of the installation of the water mains and appurtenances,
the contractor shall remove all debris and surplus construction materials
resulting from the work. The contractor shall grade the ground along
each side of the pipe trench in a uniform and neat manner. Seeding
and sodding, if required, shall meet the requirements of Section 6.18.
