A.
Description.
(1)
The contractor shall keep the roadway under construction open
to traffic for the full length of the work and shall provide a sufficient
number of travel lanes and pedestrian passways to move that traffic
ordinarily using the roadway. The travel lanes and pedestrian passways
shall be drained and kept reasonably smooth and in suitable condition
at all times in order to provide minimum interference to traffic consistent
with the proper prosecution of the work.
(2)
Suitable ingress and egress shall be provided at all times where
required for all intersecting roads and for all abutting properties
having legal access.
B.
Construction methods.
(1)
The contractor shall apply to ConnDOT for a permit to work on
state-owned roads. The conditions of the permit shall become part
of this specification. The contractor shall obey all applicable state
and local regulations regarding maintenance and protection of traffic.
Policemen will be used for traffic control purposes as required by
the Police Department or permit.
(2)
The contractor shall furnish a sufficient number of signs, barricades,
drums, traffic cones and delineators to forewarn traffic of the construction
as directed by the inspector, Engineer or water system operator and
Police Department.
(3)
The contractor shall also provide such safety measures, pavement
markings, warning devices and signs as deemed necessary to safeguard
and guide the traveling public through detours. The contractor shall
erect, maintain, move, adjust, clean, relocate and store these signs,
barricades, drums, traffic cones and delineators when, where and as
directed.
(4)
The use of unauthorized or unapproved signs, barricades, drums,
traffic cones or delineators will not be permitted.
(5)
All signs in any one signing pattern shall be mounted the same
height above the roadway. The contractor shall keep all signs in proper
position, clean and legible at all times. Care shall be taken so that
weeds, shrubbery, construction materials or equipment, and soil are
not allowed to obscure any sign, light or barricade. Signs that do
not apply to existing conditions shall be removed or adjusted so that
the legend is not visible to approaching traffic.
(6)
The contractor, when ordered, shall remove snow and take care
of icy conditions on temporary, new and existing sidewalks on any
part of the right-of-way within the limits of the work.
(7)
Snow removal and correction of icy conditions, other than those
resulting from the contractor's operations, on uncompleted contracts
under traffic, will remain an obligation of others.
(8)
Except as provided in this section, or as permitted, the contractor
shall keep all public sidewalks open. On sidewalks open to the public,
the contractor shall be responsible for removal of snow and ice and
for repairs necessary to obtain safe pedestrian conditions. Pavement
broken up during construction shall be removed and replaced and/or
patched with bituminous concrete.
(9)
In those instances where the contractor is permitted to eliminate
pedestrian access, the contractor shall erect signs to warn pedestrians
of the closing. Such signs shall be erected at the nearest street
intersection at either end of the sidewalk on which pedestrian access
is to be eliminated. Signs shall warn pedestrians of the closing and
shall indicate the nearest alternate route of pedestrian passage.
In addition, barricades shall be placed to separate areas in which
pedestrian access is permitted.
(10)
Elimination of pedestrian access at any area shall be for the
length of time and subject to restrictions the Engineer, water system
operator or inspector may impose.
(11)
When work is to be done which will not necessitate eliminating
pedestrian access but which will temporarily interfere with pedestrian
access, adequate signs, barricades and other devices shall be employed
to warn pedestrians. During non-working hours, pedestrian detours
shall be provided such that pedestrians will not be required to travel
in the street or on private property. Work temporarily interfering
with pedestrian movement shall be completed and the site cleaned up
as quickly as is reasonably possible.
(12)
The contractor shall schedule his operations to cause a minimum
of inconvenience to occupants of existing properties within the area
of work. Prior to restricting or eliminating vehicular access to any
property, the contractor shall give the occupants of the property
24 hours' notice. Thereafter, the contractor shall complete the items
of work and restore access as rapidly as is reasonably possible. Restrictions
of access shall at all times be subject to approval. At no time shall
the contractor prevent pedestrian access to any existing building.
Where existing access is eliminated and other access substituted therefor,
the substituted access shall be maintained by the contractor to a
quality equal to or better than the eliminated access.
A.
Description. This item shall consist of all work necessary for furnishing
and placing concrete required by the Standard Drawings,[1] by these specifications, by the Engineer or by the water
system operator.
[1]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
B.
Materials. Materials, proportioning, mixing, curing, testing, forms,
placing and details of construction shall conform to the requirements
of the current Building Code for Reinforced Concrete, ACI 318, of
the American Concrete Institute, as modified or emphasized by the
following clauses, and this code is hereby made part of these specifications.
(1)
Concrete.
(a)
All concrete shall be ready-mixed concrete certified 3,000 pounds
per square inch (twenty-eight-day strength) and shall be air-entrained,
by using portland cement with the addition of Vinsol NVX, as manufactured
by the Hercules Powder Co., or Darex AEA, as manufactured by Dewey
and Almy Chemical Division of W. R. Grace Co., to each batch at the
mixer.
(b)
The air-entraining agent shall comply with and be prepared at
the time of use in the proportions as defined by the ASTM Standard
C 260.
(c)
The quantity of air-entraining agent and the method or methods
of its use shall be such as to produce in freshly mixed concrete not
less than 4% nor more than 6% of entrained air as determined by an
air meter approved by the Engineer.
(2)
Cement.
(a)
The cement used shall conform to the requirements for moderate
heat of hardening portland cement of the current ASTM Standard C 150,
Type II.
(b)
High early-strength portland cement may be used in emergencies,
but only if permitted by the owner's representative. It shall conform
to ASTM Standard C 150, Type III.
(3)
Coarse aggregate. Coarse aggregate for all reinforced concrete
shall be graded from coarse to fine within the following limits:
|
Sieve Size Square Openings
(inches)
|
Total Percent Passing by Weight
Designated Stone Size: 3/4 Stone
|
|---|---|
|
1
|
100%
|
|
3/4
|
90% to 100%
|
|
1/2
|
20% to 50%
|
|
3/8
|
0% to 20%
|
(4)
Proportioning.
(a)
Proportioning of concrete mixes shall be based primarily on
the cement content and shall be in accordance with the following:
|
Minimum Cement
| ||
|---|---|---|
|
Minimum Compressive Strength at 28 Days
(pounds per square inch)
|
Factor Sacks Cement (94 pounds) Per Cubic Yard Concrete
|
Maximum Total Water, Including Free Water, in Aggregate
Gallons Per Sack Cement
|
|
3,000
|
6.00
|
5.5
|
(b)
Maximum allowable slump shall be three inches.
(c)
The relative proportions of fine and coarse aggregate shall
be such as to obtain proper workability and a smooth, dense, homogeneous,
plastic mixture, free from segregation, and shall be subject to the
approval of the Engineer.
(5)
Ready-mixed concrete. Ready-mixed concrete shall conform to
ASTM Standard C 94. Mixing time shall not be less than one minute,
and concrete shall be discharged into forms within one hour after
cement is added to water or aggregates.
(6)
Certification and testing. A copy of the last two inspection
reports of the mix to be supplied by the Cement and Concrete Reference
Laboratory shall be submitted to the Engineer for conformance with
the requirements for cement aggregates, concrete mix design, slump,
air content and compressive strength.
(7)
Forms.
(a)
Forms for all exposed concrete surfaces shall be plywood or
other form finishing material of equal quality approved by the Engineer.
Joints in the forms for exposed surfaces shall be horizontal, vertical,
or parallel to the lines of the work, as directed by the Engineer.
Undressed lumber may be used for unexposed surfaces and rough work.
(b)
Before depositing concrete, the inside of forms shall be coated
with non-staining mineral oil or other approved material. Where oil
is used, it shall be applied before the reinforcement is placed.
C.
Construction methods.
(1)
Placing concrete.
(a)
Concrete shall be deposited continuously and as rapidly as practicable
to prevent segregation. No concrete shall be dropped over five feet.
It shall be deposited in such a manner as to maintain a plastic surface,
approximately horizontal, until the completion of the unit being poured
in order to avoid vertical or inclined pour lines. It shall be placed
in layers not over 24 inches deep.
(b)
Before placing fresh concrete on or against concrete which has
hardened, the surface of the hardened concrete shall be cleaned of
all laitance and loose material, shall be roughened by chipping if
a formed surface and shall be saturated with water.
(2)
Curing of concrete. All concrete shall be protected for seven
days so as to prevent loss of moisture from the surface. Surfaces
not remaining in contact with forms or with the earth shall be protected
by one of the following methods, or by methods satisfactory to the
Engineer:
(3)
Concreting in cold weather.
(a)
All fresh concrete and the materials to be used therein shall
be protected from damage by freezing. Except as the Engineer may specifically
permit, no concrete shall be poured when the air temperature is below
40° F., nor when there is a forecast of temperature below
40° F. within the 24 hours immediately following the pouring
of the concrete. Any concrete poured during cold-weather conditions
shall be protected by suitable means so that the surface of the concrete
shall not go below 60° F. for a period of five days after
placing and below 40° F. for an additional period of nine
days. The temperature shall then be lowered only gradually to that
of the surrounding atmosphere at a rate not exceed 1° each hour
for the first day and 2° each hour thereafter.
(b)
In cold weather, in order to protect the concrete as stated
above, adequate heated enclosures shall be provided. Heating apparatus,
such as stoves, salamanders, or preferably steam equipment, shall
be as approved by the Engineer. In addition, adequate equipment and
means to heat the water and aggregates shall be provided and used
as necessary. Water shall be heated to a temperature not over 150° F.
Aggregates shall be heated to not less than 50° F. nor more
than 100° F. For heating aggregates, the heating apparatus
shall be such as to heat the mass uniformly and preclude the possibility
of the occurrence of hot spots which will burn the material. The temperature
of the mixed concrete shall not be less than 60° F. or more
than 80° F. at the time of placing in the form.
(c)
Salt, calcium chloride, other chemicals or materials added to
concrete to prevent freezing will not be permitted.
A.
Description.
(1)
Trench excavation shall consist of the removal and satisfactory disposal
of all materials, the removal of which is necessary for the proper
completion of the work, to the dimensions shown on the Standard Drawings[1] or as ordered, backfilling, dewatering and restoration
of disturbed surfaces, all in accordance with these specifications.
[1]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(2)
Classification. "Rock" shall be defined as rock in definite
ledge formation, boulders, or portions of boulders, cement masonry
structures, concrete structures, portland cement concrete pavement
or base, of 1/2 cubic yard or more in volume, removed as indicated
or directed from within the trench excavation.
B.
Construction methods. Trench excavation shall be made in conformity
with the requirements of the plans or as ordered. The contractor shall
furnish and employ such shores, braces, sheeting, pumps, etc. as may
be necessary for the protection of property, proper completion of
the work and the safety of the public and employees of the contractor
and the Town. All bracing, sheeting, etc. shall be removed when no
longer required for the construction or safety of the work. The contractor
shall contact "Call Before You Dig" prior to any excavation and have
all utilities located.
(1)
Excavation.
(a)
Excavation of the trenches in which the pipes, manhole structures
and appurtenances are to be constructed shall be made to the lines
and grades shown on the Standard Drawings[2] or as directed from time to time. The bottom of the trenches
shall be accurately graded and compacted to the lines and grades indicated.
The width of trench at and below the top of pipes shall not exceed
the widths indicated. The excavation, sheeting and bracing and dewatering
operations shall be carried out in such a manner as to prevent the
undermining or disturbing of existing pipelines, utilities and structures
or any completed construction of this project. Bell holes and depressions
for joints shall be dug after the trench bottom has been graded and
compacted and shall be such that clearance will be provided between
the earth and the bell.
[2]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(b)
The contractor shall excavate for the water main a minimum of
60 feet in advance of the end of installed pipe to locate utilities.
No more than 100 feet of trench shall be open at any given time.
(c)
Excavation operations adjacent to or around existing structures,
pipelines and utilities shall be done manually and in a manner to
prevent the disturbance of or damage to the existing structures, pipelines
and utilities.
(d)
Where existing utilities or other subsurface facilities adjacent
to the excavation or crossing through the excavation require temporary
support or protection, such temporary support or protection shall
be provided by the contractor. Ample precautionary measures shall
be provided to prevent settlement of existing work.
(e)
Existing pavements and base courses shall be carefully cut and
removed to the lines indicated in the Standard Drawings[3] or as directed, and in a manner to obtain sound, vertical
edges; and so as not to disturb or damage existing pavements and base
courses which are to remain. Existing pavements and base courses disturbed
or damaged beyond the lines indicated shall be restored or replaced
by the contractor to match existing pavements and base courses. Existing
pavements and base courses to remain shall be protected by the contractor.
[3]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(f)
The contractor shall be responsible for keeping all excavated
and construction material a safe distance back from the edge of the
trenches and excavations, and in such a manner as to avoid overloading
the sides of excavations and to prevent slides or cave-ins.
(2)
Unsuitable material and unstable trench bottom.
(a)
The contractor's attention is directed to the fact that unsuitable
materials, such as organic material, peat, silt, or combinations thereof,
having unsuitable bearing properties may be encountered at the depths
indicated for excavations. If, as the work progresses, unsuitable
material is encountered at and below the depths indicated for excavation,
the contractor shall notify the inspector, Engineer or water system
operator immediately and shall not proceed further until instructions
are given. The contractor shall satisfactorily excavate and remove
the unsuitable material in accordance with the applicable requirements
specified herein, to the lines, grades and limits as directed, and
shall satisfactorily dispose of the excavated material off the site.
The resulting excavations shall be refilled to the grades established
for the pipe, as directed, with thoroughly compacted gravel fill.
When groundwater is encountered, 3/4 inch crushed stone shall be used
in place of the gravel fill. The gradations for gravel fill and 3/4
inch crushed stone will meet the following requirements:
|
Square Mesh Sieves
|
Gravel Fill
(percent passing)
|
3/4" Crushed Stone by Weight
|
|---|---|---|
|
Pass 3 1/2"
|
100%
|
—
|
|
Pass 1 1/2"
|
55% to 100%
|
—
|
|
Pass 1"
|
—
|
100
|
|
Pass 3/4"
|
—
|
90 to 100
|
|
Pass 1/2"
|
—
|
20 to 50
|
|
Pass 3/8"
|
—
|
0 to 20
|
|
Pass 1/4"
|
25% to 60%
|
—
|
|
Pass #4
|
—
|
0 to 5
|
|
Pass #10
|
15% to 45%
|
—
|
|
Pass #40
|
5% to 25%
|
—
|
|
Pass #100
|
0% to 10%
|
—
|
|
Pass #200
|
0% to 5%
|
—
|
(b)
An unstable trench bottom may exist during dewatering operations
in otherwise suitable material. If, as the work progresses, unstable
trench bottom is encountered at and below depths indicated for excavation,
the contractor shall notify the inspector, Engineer or water system
operator immediately. The contractor shall be required to change dewatering
procedures or excavate at least one foot below the bottom of pipe
to the prescribed trench width and backfill with 3/4 inch crushed
stone to the grades established for the pipe or appurtenance.
(3)
Dewatering.
(a)
Excavations may be below existing groundwater levels. All excavations
shall be maintained in a dry condition so that the work shall be constructed
in the dry.
(b)
The contractor shall construct and maintain all pumps, drains,
well points or any other facility for the control, collection and
disposal of groundwater or surface water and subsurface water encountered
in the performance of the work and provide all pumps, piping and ditching
for the removal of water from the trenches and excavations. Any damage
to existing work or the contract work resulting from the failure of
the dewatering operations of the contractor and any damage resulting
from the failure of the contractor to maintain the areas of all work
in a suitable dry condition shall be repaired by the contractor as
directed. The contractor's pumping and dewatering operations shall
be carried out in such a manner that no loss of ground will result
from these operations. Precautions shall be taken to protect new and
existing work from flooding or damage during storms or from other
causes. Pumping shall be continuous where directed and as necessary
to protect the work and to maintain satisfactory progress. All pipelines
or structures not stable against uplift during construction or prior
to completion shall be thoroughly braced or otherwise protected. Water
from the trenches, excavations and drainage operations shall be disposed
of in such a manner as will neither cause injury to public health
nor to public or private property nor to the work completed or to
the work in progress. Dewatering of excavations shall be accomplished
by approved methods which have a background record of successful dewatering
of excavations of the type employed for the work and the subsurface
conditions encountered in the work. The contractor shall construct
ditches, do all grading, and do all other work as may be necessary
to divert and exclude surface water and water from dewatering operations
from excavations and work areas.
(4)
Cofferdams. Where cofferdams are necessary for the dewatering,
control and diversion of water encountered so that the work may be
performed in the dry, the contractor shall design, furnish, install,
maintain and remove all such cofferdam facilities. Cofferdams shall
be safely designed to withstand all imposed loads so as to prevent
injury to persons and prevent damage to existing structures and property
and the work; they shall be carried to adequate depths to permit a
reasonable change in depths of the work to be constructed and of heights
to prevent flooding; they shall be as watertight as necessary for
the performance of the construction of the work in the dry; and shall
be of such dimensions as to give sufficient clearance for construction
and inspection of the work, and to permit installation of dewatered
facilities. The contractor shall be solely responsible for the design,
construction, adequacy and safety of all cofferdam facilities.
(5)
Diversion of watercourses. The contractor shall be responsible
for providing and maintaining all temporary construction, ditching,
grading, sheeting and bracing, and appurtenant work for the temporary
diverting of watercourses encountered and which is necessary to permit
the construction of the work in the dry. The contractor shall be responsible
for performing the work in a manner to prevent injury to persons or
the public health and to prevent damage to existing work and the construction
of new facilities. Upon completion of the permanent construction of
the work, the contractor shall remove all temporary construction and
shall do all necessary earthwork and grading to restore the areas
disturbed by the contractor's operations to their original condition
or to such other conditions as indicated or directed.
(6)
Control of surface water and subsurface water. The contractor
shall provide all work and facilities necessary for the control of
all surface water and subsurface water. Water flows shall not be permitted
to flow into or through excavations in which new construction is in
progress or which have been partially completed. The contractor shall
not restrict or close off the natural flow of water in such a way
that ponding or flooding will occur and shall at all times conduct
his work in a manner to prevent flooding of public or private property
and to prevent damage to public or private property and the new construction
by flooding. All damages resulting from flooding and/or restriction
of flows shall be the sole responsibility of the contractor.
(7)
Well point drainage. If conditions are such as to require the
use of well points, they shall be installed and operated to lower
the groundwater level at such portion or portions of the work as necessary.
(8)
Backfilling.
(a)
After the excavation is completed, the contractor shall notify
the inspector, Engineer or water system operator and no pipe, appurtenances,
structures or other material shall be placed in the excavated area
until the depth of excavation and character of the foundation material
have been approved.
(b)
Suitable material used for backfill shall be of a quality satisfactory
to the inspector, Engineer or water system operator and shall be free
from large or frozen lumps, wood and other extraneous material. Suitable
material removed in making the excavation shall be used for backfill.
All surplus or unsuitable material, rock removed from rock in trench
excavation, boulders and pavement material shall be removed and properly
disposed of by the contractor.
(c)
Should additional material (borrow) be required for backfilling,
it shall be obtained from borrow or gravel pits or elsewhere as the
inspector, Engineer or water system operator may allow. Borrow for
backfill shall consist of sound, tough, durable particles of crushed
or uncrushed gravel, free from soft, thin, elongated or laminated
pieces and organic or other deleterious substances. It shall conform
to the gradation for gravel fill as described in these specifications.
(d)
All trench backfilling shall be done with special care and shall
be compacted as follows: Fill placed around pipes and structures shall
be deposited on both sides to approximately the same elevation at
the same time. Rock fill or stones larger than two inches shall not
be placed closer than two feet from the pipes on the sides as well
as the top. No backfill shall be placed against any structure until
permission has been given by the inspector, Engineer or water system
operator. Backfill shall be placed and compacted with hand tampers
around the water main and appurtenances up to 1/2 the diameter of
the pipe. Hand tampers may be used elsewhere to prevent damage to
the work as directed.
(e)
During filling and backfilling operations, pipelines will be
checked by the inspector, Engineer or water system operator to determine
whether any displacement of the pipe has occurred. If the inspection
of the pipelines shows poor alignment, displaced pipe or any other
defects, the defects designated shall be remedied in a satisfactory
manner by the contractor. From half the pipe diameter and up all backfill
shall be placed in layers not to exceed 24 inches in depth after compaction
and shall be compacted without damage to the pipe by means of mechanical
rammers or vibrators or by pneumatic tampers. Except as otherwise
specified or directed, each layer of backfill shall be compacted thoroughly
and evenly by at least four passes using approved types of mechanical
compacting equipment; each pass of the equipment shall cover the entire
area of each layer of backfill. In backfilling trenches, care shall
be taken to avoid displacement or damage to pipelines and structures.
Any trenches or excavations improperly backfilled or where settlement
occurs shall be reopened to the depth required for proper compaction,
then refilled and compacted, with the surface restored to the required
grade and condition.
(9)
Backfill adjacent to structures. Symmetrical backfill loading
shall be maintained. Special care shall be taken to prevent any wedging
action or eccentric loading upon or against the structures. During
backfilling operations, care shall be exercised that the equipment
used will not overload the structures in passing over and compacting
these fills. Machine tamping shall be performed for compaction of
backfills over or adjacent to structures. In compacting and other
operations, the contractor shall conduct his operations in a manner
to prevent damage to structures due to passage of heavy equipment
over or adjacent to structures, and any damage thereto shall be made
good by the contractor in a manner satisfactory to the inspector,
Engineer or water system operator. Backfill adjacent to structures
shall be placed in layers not more than 24 inches in loose depth and
each layer thoroughly compacted, as approved.
(10)
After backfilling trenches. The contractor shall maintain the
trench surfaces in good condition so as to present a smooth surface
at all times and level with adjacent undisturbed surfaces. Any subsequent
settling over trenches shall be repaired by the contractor immediately
in a manner satisfactory to the inspector, Engineer or water system
operator and such maintenance shall be provided by the contractor
for one year after the acceptance of the work by the Commission or
its authorized agent.
(11)
Temporary repairs to roadway. Immediately upon completion of
the compacted backfill, a temporary cold or hot bituminous surface
course shall be applied and compacted. The layer of bituminous surface
course shall measure at least two inches in thickness and shall cover
the entire area of pavement removed. At the option of the contractor,
subbase required for the permanent repair, as described below, may
be laid as a part of the temporary repair. The contractor is responsible
for maintaining the temporary repair to grade until permanent repair
is made. If the contractor exercises his option of including subbase
as a part of the temporary repair, and settlement occurs, the temporary
repair will be brought back to grade either by applying additional
bituminous material or by removing the originally applied bituminous
material, applying and compacting additional subbase and again applying
a cold or hot bituminous patch.
(12)
Preparation for roadway pavement replacement. (See Trench Detail.[4]) Upon completion of trench settlement, preparation for
permanent repairs shall be made as follows:
(a)
Remove and dispose of bituminous material used for temporary
repair.
(b)
Remove trench backfill to a depth 19 inches below finished road
grade. (This depth may be reduced to nine inches, provided compacted
subbase, applied for the temporary repair, shall remain for an additional
depth of at least 10 inches.) Trench side shall be cut vertically
along straight lines and corners squared.
[4]
Editor's Note: The Trench Detail is included in the Standard Drawings included as an attachment to this chapter.
(13)
Preparation of subgrade for paved areas and walks. After the
subgrade has been shaped to line, grade and cross-section, it shall
be thoroughly compacted. This operation shall include any required
reshaping and wetting to obtain proper compaction. All soft or otherwise
unsuitable material shall be removed and replaced with suitable material
from excavation or borrow, as approved. The resulting area and all
other low sections, holes or depressions shall be brought to the required
grade with material approved and the entire subgrade shaped to line,
grade and cross-section and thoroughly compacted.
(14)
The finished subgrade of the fills and filled excavations and
upon which topsoil is to be placed or pavements are to be constructed
shall not be disturbed by traffic or other operations and shall be
maintained in a satisfactory condition until the finish courses are
in place. The storage or stockpiling of materials on finished subgrade
will not be permitted.
(15)
Topsoil removed during trench excavation shall be saved and
reused as directed.
(16)
Restoration of surfaces other than roadways.
(a)
The contractor shall restore or replace all removed or damaged
curbing, driveways, parking areas, sidewalks, gutters, shrubs, fences
and other disturbed structures, features and surfaces to a condition
equal to that before the work began and to the satisfaction of the
inspector, Engineer or water system operator. Where grass lawns have
been excavated for the work of this contract, replacement shall include
placing a minimum of four inches of topsoil before fertilizing, seeding
and mulching. The topsoil shall be furnished from the excavation;
and if additional topsoil is required, the contractor shall obtain
the necessary amount from other sources. Topsoil shall be free from
gravel, roots, refuse, weeds, clods, stones and other deleterious
materials and shall also be free from any material that will prevent
the formation of a suitable seedbed or prevent seed germination and
plant growth. Other disturbed grassed areas shall be cleaned of debris,
raked to a depth of two inches and fertilized, seeded and mulched.
(b)
Fertilizer shall be the commercial product of an approved reputable
manufacturer and shall be delivered to the site in original, unopened
containers bearing the manufacturer's name and a statement of analysis.
Fertilizer shall contain the following minimum percentages of available
plant food by weight: nitrogen, 10%; phosphoric acid, 6%; potash,
4%. Fertilizer shall be applied evenly at the rate of 25 pounds per
1,000 square feet.
(d)
Seed shall be delivered to the site in original, unopened containers
bearing the manufacturer's name and statement of content. Seed shall
be applied at a rate of four pounds per 1,000 square feet. Areas seeded
shall be mulched with hay or wood fiber mulch unless otherwise ordered.
The contractor shall be required to obtain a good stand of grass and
maintain it until the end of the maintenance period after completion
of the work.
(17)
Protection of existing utilities and structures. Excavation
and backfill operations adjacent to existing utilities, structures
and construction shall be done in such a manner as will prevent the
loss of ground or caving-in of excavations, the undermining, damage
or disturbing of existing pipelines, utilities and structures or any
completed construction of the project; backfill shall be placed, compacted
and done in such a manner as to prevent future settlement and damage
to the existing pipelines, utilities or structures or construction.
Existing pipelines, utilities or structures or construction of the
project damaged due to excavation, backfilling and settlement of the
backfill and injury to persons and damage to property occurring as
a result of such damage shall be the responsibility of the contractor
and shall be made good by the contractor in a manner satisfactory
to the inspector, Engineer or water system operator.
A.
Description. Roadway pavement replacement shall consist of all the
work necessary for furnishing and placing subbase, bituminous concrete
base course, and two-course bituminous concrete surface course on
the prepared trench surface to replace pavement over trenches in roadways.
B.
Materials.
(1)
Subbase. Materials for this work shall conform to the requirements
of CDOT Form 815, Sections M.02.02 and M.02.06. (Grading B shall be
used.)
(2)
Bituminous concrete base course. Materials for this work shall
conform to the requirements of CDOT Form 815, Section M.04, and shall
be bituminous concrete mixture Class 4.
(3)
Bituminous concrete surface course. Materials for this work
shall conform to the requirements of CDOT Form 815, Section M.04,
and shall be bituminous concrete mixture Class 1.
(4)
Approval of job mix formula. Prior to the use of any bituminous
concrete, the job mix formula for each type shall be approved.
(a)
The contractor shall submit to an approved testing laboratory
samples of all proposed ingredients of the bituminous concrete for
the performance of all tests required to show compliance with these
specifications. The results of tests on ingredients, full information
as to source of ingredients, his proposed job mix formula, and Marshall
tests results, including density on a minimum of two specimens meeting
the proposed job mix formula, shall be submitted to the Engineer by
the contractor. If the data submitted shows compliance in all respects
with this specification, the Engineer will approve the sources of
materials and the job mix formula. Any materials or job mix formula
submitted but found unacceptable shall be readjusted to the satisfaction
of the Engineer until an approved mix is obtained. The cost of all
testing shall be borne by the contractor.
(b)
If the contractor proposes to use the same plant and the same
bituminous concrete that has recently been produced for use by the
Connecticut Department of Transportation, and the contractor can submit
all data regarding the mix required above, the Engineer may accept
this data at his discretion and dispense with the testing required
above.
C.
Construction methods.
(1)
Subbase. Subbase shall be installed in accordance with the requirements
of CDOT Form 815, Subsection 2.12.03.
(2)
Bituminous concrete base course and surface courses.
(a)
Construct bituminous concrete surface course when atmospheric
temperature is above 40° F. (4° C.), and when base
is dry. Base course may be placed when air temperature is above 30° F.
(-1° C.) and rising.
(b)
All valve boxes, manhole frames and covers, etc. which are required
by the inspector, Engineer or water system operator to be flush with
the pavement shall be adjusted and so set that they will be flush
with the finished grade. The finished surface of new pavement shall
match adjacent undisturbed street surfaces at locations where they
abut. The existing pavement shall be saw cut to minimum depth of three
inches to form an even, continuous edge at a distance of 18 inches
back from the trench wall. (See Standard Drawings.[1])
[1]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(c)
General. Place bituminous concrete mixture on prepared surface,
spread and strike-off. Spread mixture at a minimum temperature of
225° F. (107° C.). Place inaccessible and small
areas by hand. Place each course to required grade, cross-section
and compacted thickness.
(d)
Joints. Make joints between old and new pavements, or between
successive days' work, to ensure continuous bond between adjoining
work. Construct joints to have same texture, density and smoothness
as other sections of asphalt concrete course. Clean contact surfaces
and apply tack coat.
(e)
Rolling. Begin rolling when mixture will bear roller weight
without excessive displacement. Compact mixture with hot hand tampers
or vibrating plate compactors in areas inaccessible to rollers. After
final rolling, do not permit vehicular traffic on pavement until it
has cooled and hardened.
(3)
Maintenance of pavement replacement. The contractor shall be
required to ensure that pavement replacement will not be damaged by
settling, rutting, distortion, cracking, buckling or any other deterioration
for a period of one year following completion of the project. At the
request of the Commission or its authorized agent, the contractor
shall be required to make the necessary repairs to correct damaged
pavement placed under this contract, to the satisfaction of the Commission
or its authorized agent.
B.
Submittals. Submit manufacturer's data for all water distribution
system materials and products.
C.
Inspection. At the discretion of the Engineer or water system operator,
all materials furnished by the contractor are subject to inspection
and approval at the manufacturer's plant.
(1)
Inspection upon delivery. All pipe and appurtenances are subject
to inspection by the inspector, Engineer or water system operator
at the point of delivery. Material found to be defective due to manufacture
or damage in shipment shall be rejected or recorded on the bill of
lading and removed from the job site. Tests may be required as specified
in the applicable AWWA standard to ensure conformance with the standard.
In case of failure of the pipe or appurtenance to comply with such
specifications, responsibility for replacement of the defective materials
becomes that of the manufacturer or contractor.
(2)
Certifications. Certifications for all water distribution system
materials and products shall be furnished before installation shall
be permitted.
D.
Handling and storage. All pipe, fittings, valves, hydrants and accessories
shall be loaded and unloaded by lifting with hoists or skidding in
order to avoid shock or damage. Under no circumstances shall such
material be dropped. Pipe handled on skidways shall not be rolled
or skidded against pipe on the ground.
(1)
Padding. Slings, hooks, or pipe tongs shall be padded and used
in such a manner as to prevent damage to the exterior surface or internal
lining of the pipe.
(2)
Storage.
(a)
Materials, if stored, shall be kept safe from damage. The interior
of all pipe, fittings, and other appurtenances shall be kept free
from dirt or foreign matter at all times. Valves and hydrants shall
be drained and stored in a manner that will protect them from damage
by freezing.
(b)
Pipe shall not be stacked higher than the limits shown in Table
1. The bottom tier shall be kept off the ground on timbers, rails
or concrete. Pipe in tiers shall be alternated: bell, plain end; bell,
plain end. At least two rows of timbers shall be placed between tiers
and chocks, affixed to each in order to prevent movement. The timbers
shall be large enough to prevent contact between the pipe in adjacent
tiers.
(c)
Gaskets for mechanical and push-on joints to be stored shall
be placed in a cool location out of direct sunlight. Gaskets shall
not come in contact with petroleum products. Gaskets shall be used
on a first-in, first-out basis.
(d)
Mechanical-joint bolts shall be handled and stored in such a
manner that will ensure proper use with respect to types and sizes.
|
Table 1
Maximum Stacking Heights - Ductile-Iron Pipe*
| |
|---|---|
|
Nominal Pipe Size
(inches)
|
Number of Tiers
|
|
3
|
18
|
|
4
|
16
|
|
6
|
13
|
|
8
|
11
|
|
10
|
10
|
|
12
|
9
|
|
14
|
8
|
|
16
|
7
|
|
*
|
For 18- or 20-foot (5.5- or 6.1-meter) lengths.
|
E.
Materials.
(1)
Water main. Water main pipe shall conform to the requirements
of ANSI A21.51/AWWA C151 and shall be cement-lined, Class Thickness
52 and shall be push-on joints with rubber gaskets conforming to the
requirements of ANSI A21.11/AWWA C111. The cement-mortar lining shall
be standard thickness conforming to the requirements of ANSI A21.4/AWWA
C104. Thicker-class pipe shall be provided where required by the Engineer.
(2)
Fittings. Fittings shall be ductile iron conforming to the requirements
of ANSI A21.10/AWWA C110 or ANSI A21.53/AWWA C153 and shall be standard
thickness cement-mortar lined in accordance with the requirements
of ANSI A21.4/AWWA C104. All fittings shall be rated for minimum 250
pounds' working pressure and shall be mechanical joint style fittings
conforming to the requirements of ANSI A21.11/AWWA C111.
(3)
Retainer glands. Retainer glands for mechanical joint fittings
are to be manufactured from ductile iron (Grade 60-40-10) and shall
have bolt circles and bolt holes which permit the glands to be used
with standard mechanical joint bells and standard length bolts conforming
to ANSI A21.11/AWWA C111. The set screws shall require no more than
80 foot-pounds of torque when fully tightened. The glands for any
size pipe shall have a minimum rated working pressure of 200 pounds
per square inch and shall be Underwriters Laboratory listed.
(4)
Hydrants. Fire hydrants shall conform to the requirements of
AWWA C502 and shall be catalog number A-423 Centurion Fire Hydrant
as manufactured by Mueller Co. Hydrants shall be the "three-way" type
comprised of two 2 1/2 inch hose nozzles and one 4 1/2 inch
pumper (steamer) nozzle. Nozzles shall be equipped with caps, gasket
between cap and nozzle, steel nozzle cap hooks and chains of ample
length. Outlet nozzle threads shall conform to ANSI B26. The nozzle
cap nut shall be of pentagonal shape in accordance with AWWA C502.
The main valve opening at the smallest part shall not be less than
5 1/4 inches in diameter. The inlet connection shall be six-inch
inside diameter mechanical joint type. Hydrants shall open when the
operating nut is rotated in a clockwise direction. Hydrants shall
be painted lemon-yellow.
(5)
Gate valves, three inches through 12 inches. Gate valves shall
conform to the requirements of AWWA C509 and shall have mechanical
joint ends conforming to the requirements of ANSI 21.11/AWWA C111.
Valves shall be resilient-seated, non-rising stem with two-inch square
nut and open clockwise. Stem seal shall be O-ring packing designed
for renewal under line pressure. An extension for permanent attachment
to the buried valve shall be provided for each valve. Length of extensions
shall be such that they extend to within six inches of final grade.
The top of the extension shall have a two-inch square nut. Valves
shall be Model F6100 as manufactured by Clow Corp.
(6)
Valves larger than 12 inches. These valves shall conform to
the requirements of AWWA C504 for Class 150B rubber-seated butterfly
valves and shall have mechanical joint ends conforming to the requirements
of ANSI A21.11/AWWA C111. Valves shall be supplied with manual actuators
that open clockwise with a two-inch square nut to operate. The body
shall be cast iron conforming to ASTM A126 Grade B. The interior surfaces
of the valve body shall be epoxy-coated. The butterfly disc shall
be ductile iron. The surface of the disc shall be epoxy-coated prior
to assembly of the resilient seat. The body seat ring, disc seat retaining
ring, drive shaft and bolts shall be Type 304 stainless steel. O-ring
or V-ring seals shall be used to seal the drive shaft at each end.
An extension for permanent attachment to the buried valve shall be
provided for each valve. Length of extensions shall be such that they
extend to six inches of final grade. The top of the extension shall
have a two-inch square nut. Valves shall be Groundhog Butterfly Valve
as manufactured by Henry Pratt Co.
(7)
Valve boxes. Valve boxes shall be cast iron two piece, Buffalo
type, round body, heavy pattern, adjustable of the sliding type with
at least ten-inch overlap of top section over the other and with flanged
top section. The covers shall have the word "water" cast in the top.
Extensions shall be provided where required.
(8)
Air/Vacuum release manhole. The materials for this work shall
include the following items:
(a)
Combination air valve. These valves shall be the type that perform
the functions of a small-orifice air release valve as well as the
functions of a large-orifice air release and vacuum valve. The valve
shall be contained within a single body and shall have two -inch NPT
threaded inlet and outlet connections. The valve shall be two-inch
Figure No. 940 valve as manufactured by Empire Specialty Co., Inc.,
Mass, PA.
(b)
Corporation stop. The corporation stops shall conform to the
requirements of AWWA C800 and shall be two-inch AWWA taper CC thread
inlet and two-inch IPT thread outlet Type H-9996 as manufactured by
Mueller Co.
(c)
PVC pipe. PVC (polyvinyl chloride) pipe shall conform to ASTM
D1785 and shall be Schedule 80. PVC fittings shall be Schedule 80
threaded pipe fittings conforming to ASTM D2464.
(d)
Manhole. The manhole and elevating rings shall be precast reinforced
concrete of the size shown on the Standard Drawings[1] and shall conform to the requirements of ASTM C478. The
manhole shall have an eighteen-inch by eighteen-inch square opening
cast into the bottom and shall have ladder rungs cast into the walls.
O-rings for joints shall conform to the requirements of ASTM C433.
[1]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(e)
Manhole steps. Steps shall be made from forged aluminum alloy
Type 6061-T6. The portion imbedded in concrete shall be coated with
a suitable bituminous coating.
(f)
Standard cast iron frame and cover. The frame and cover shall
be manufactured from tough, even-grained cast iron free from scale
and blisters and conforming to the requirements of ASTM A48 Class
30B. The cover shall have the word "water" as part of the casting
in raised letters. The frame and cover shall be Pattern Number 1221
as manufactured by Campbell Foundry Company. Bricks for adjustment
of frames shall be whole bricks of good quality with a crushing strength
of 5,000 pounds per square inch.
(9)
Blow-off manhole. The materials for this item shall be as follows:
(a)
Manhole. The manhole shall be the same as § 460-10.5E(8)(d) of these specifications, except no hole shall be cast into the bottom.
(b)
Manhole step. Steps shall be the same as § 460-10.5E(8)(e) of these specifications.
(c)
Standard cast iron frame and cover. The frame and cover shall be the same as § 460-10.5E(8)(f) of these specifications.
(d)
Pipe. Pipe with mechanical joints shall be ductile iron cement-lined,
Class 52 pipe conforming to ANSI A21.51/AWWA C151. Mechanical joints
shall conform to ANSI A21.11/AWWA C111. Flanged joint pipe shall be
Class 53 ductile iron, cement-lined conforming to ANSI A21.15/AWWA
C115.
(e)
Fittings. Fittings shall be flanged ductile iron or gray cast
iron conforming to the requirements of ANSI A21.11/AWWA C111 and shall
be cement-lined in accordance with the requirements of ANSI A21.4/AWWA
C104. All fittings shall be rated for minimum 250 pounds per square
inch working pressure.
(f)
Gate valves. Gate valves shall conform to the requirements of § 460-10.5E(5) of these specifications.
(g)
Retainer glands. Retainer glands shall conform to the requirements of § 460-10.5E(3) of these specifications.
(h)
Valve box. The valve box shall conform to the requirements of § 460-10.5E(7) of these specifications.
(i)
Flap valve. The eight-inch flap valve shall be cast iron body,
bronze-mounted with bronze hinge pin, flap ring and seat ring and
shall be Model A-2540-6 (flanged end) as manufactured by Troy Valve,
Troy, PA.
(10)
Polyethylene encasement for water mains. Polyethylene encasement
shall conform to ANSI A21.5/AWWA C105. Polyethylene film shall be
eight-mil thickness.
F.
Construction methods.
(1)
Alignment and grade.
(a)
The water mains shall be laid and maintained to lines and grades
established by the plans, Standard Drawings[2] and specifications with fittings, valves, tapped or bossed
outlets and hydrants at the required locations unless otherwise approved.
Valve-operating stems shall be oriented in a manner to allow proper
operation. Main shall be installed with a minimum of four feet six
inches of cover measured from top of pipe to finished grade.
[2]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(b)
When obstructions that are not shown on the plans are encountered
during the progress of work and interfere so that an alteration of
the plans is required, the Engineer or water system operator will
alter the plans or order a deviation in line and grade or the contractor
shall arrange for removal, relocation or reconstruction of the obstructions.
(c)
When crossing existing pipelines or other structures, alignment
and grade shall be adjusted as necessary, with the approval of the
inspector, Engineer or water system operator, to provide clearance
as required by federal, state and local regulations or as deemed necessary
by the inspector, Engineer or water system operator to prevent future
damage or contamination of either structure.
(2)
Water main installation.
(a)
Proper implements, tools and facilities shall be provided and
used for the safe and convenient performance of the work. All pipe,
fittings, valves and hydrants shall be lowered carefully into the
trench by means of a derrick, ropes or other suitable tools or equipment
in such a manner as to prevent damage to water main materials and
protective coatings and linings. Under no circumstances shall water
main materials be dropped or dumped into the trench.
(b)
All pipe, fittings, valves, hydrants and other appurtenances
shall be examined carefully for damage and other defects immediately
before installation. Defective materials shall be marked and held
for inspection by the inspector, Engineer or water system operator,
who may prescribe corrective repairs or reject the materials.
(c)
All lumps, blisters and excess coating shall be removed from
the socket and plain ends of each pipe, and the outside of the plain
end and the inside of the bell shall be wiped clean and dry and be
free from dirt, sand, grit or any foreign materials before the pipe
is laid.
(d)
Foreign material shall be prevented from entering the pipe while
it is being placed in the trench. No debris, tools, clothing or other
materials shall be placed in the pipe at any time.
(e)
As each length of pipe is placed in the trench, the joint shall
be assembled and the pipe brought to correct line and grade. The pipe
shall be secured in place with approved backfill material.
(f)
At times when pipe laying is not in progress, the open ends
of pipe shall be closed by a watertight plug or other means approved.
The plug shall be fitted with a means for venting. When practical,
the plug shall remain in place until the trench is pumped completely
dry. Care must be taken to prevent pipe flotation should the trench
fill with water. Prior to removal of the plug for extending the line
or for any other reason, air and/or water pressure in the line shall
be released.
(3)
Water main joint assembly.
(a)
Push-on joints.
[1]
Thoroughly clean the groove and bell socket and
insert the gasket, making sure that it faces the proper direction
and that it is correctly seated. After cleaning dirt or foreign material
from the plain end, apply lubricant in accordance with the pipe manufacturer's
recommendations. The lubricant is supplied in sterile cans. Contaminated
lubricant shall be discarded.
[2]
The contractor shall ensure that the plain end
is beveled; square or sharp edges may damage or dislodge the gasket
and cause a leak. When pipe is cut in the field, bevel the plain end
with a heavy file or grinder to remove all sharp edges. Push the plain
end into the bell of the pipe. Keep the joint straight while pushing.
Make deflection after the joint is assembled. Small pipe can be pushed
into the bell socket with a long bar. Large pipe requires additional
power, such as a jack, lever puller or backhoe. A timber header should
be used between the pipe and jack or backhoe bucket to avoid damage
to the pipe.
(b)
Mechanical joints. Wipe clean the socket and the plain end.
The plain end, socket and gasket should be washed with a soap solution
to improve gasket seating. Place the gland on the plain end with the
lip extension toward the plain end, followed by the gasket with the
narrow edge of the gasket toward the plain end. An approved retainer
gland shall be substituted for the standard gland when the joint is
at a fitting, valve, hydrant or when requested by the inspector, Engineer
or water system operator. Insert the pipe into the socket and press
the gasket firmly and evenly into the gasket recess. Keep the joint
straight during assembly. Make deflection after joint assembly but
before tightening bolts. Push the gland or retainer gland toward the
socket and center it around the pipe with the gland lip against the
gasket. Insert bolts and hand tighten nuts. Tighten the bolts to the
normal range of bolt torque as indicated in Table 2 while at all times
maintaining approximately the same distance between the gland and
the face of the flange at all points around the socket. This can be
accomplished by partially tightening the bottom bolt first, then the
top bolt, next the bolts at either side, finally the remaining bolts.
Repeat the process until all bolts are within the appropriate range
of torque. Retainer gland set screws shall be tightened per the manufacturer's
recommended procedure, but in no case shall the set screws be tightened
to greater than 80 foot-pounds of torque. Set screws shall be tightened
only after the joint has been completely assembled and the bolts tightened.
|
Table 2
Mechanical Joint Bolt Torque
| ||
|---|---|---|
|
Pipe Size
(inches)
|
Bolt Size
(inch)
|
Range of Torque
[foot-pound (N-M)]
|
|
3
|
5/8
|
45 to 60 (61 to 81)
|
|
4 to 24
|
3/4
|
75 to 90 (102 to 122)
|
(4)
Water main joint deflection.
(a)
When it is necessary to deflect pipe from a straight line in
either the horizontal or vertical plane, the amount of joint deflection
shall not exceed that shown in Table 3 or 4. The deflections listed
are maximum deflections and should not be exceeded.
|
Table 3
Maximum Joint Deflection* Full-Length Pipe-Push-On-Type
Joint
| |||||
|---|---|---|---|---|---|
|
Maximum Offset
(inches)
|
Approximate Radius of Curve Produced by Succession of
Joints
(feet)
| ||||
|
Nominal Pipe Size
(inches)
|
Deflection Angle
(degrees)
|
18-foot length
|
20-foot length
|
18-foot length
|
20-foot length
|
|
3
|
5°
|
19
|
21
|
205
|
230
|
|
4
|
5°
|
19
|
21
|
205
|
230
|
|
6
|
5°
|
19
|
21
|
205
|
230
|
|
8
|
5°
|
19
|
21
|
205
|
230
|
|
10
|
5°
|
19
|
21
|
205
|
230
|
|
12
|
5°
|
19
|
21
|
205
|
230
|
|
14
|
3°*
|
11
|
12
|
340
|
380
|
|
16
|
3°*
|
11
|
12
|
340
|
380
|
|
*
|
For 14-inch and larger push-on joints, maximum deflection angle
may be larger than shown above. Consult manufacturer.
|
|
Table 4
Maximum Joint Deflection Full-Length Pipe-Mechanical-Joint
Pipe
| |||||
|---|---|---|---|---|---|
|
Maximum Offset
(inches)
|
Approximate Radius of Curve Produced by Succession of
Joints
(feet)
| ||||
|
Nominal Pipe Size
(inches)
|
Deflection Angle
(degrees)
|
18-Foot Length
|
20-Foot Length
|
18-Foot Length
|
20-Foot Length
|
|
3
|
8° to 18°
|
31
|
35
|
125
|
140
|
|
4
|
8° to 18°
|
31
|
35
|
125
|
140
|
|
6
|
7° to 07°
|
27
|
30
|
145
|
160
|
|
8
|
5° to 21°
|
20
|
22
|
195
|
220
|
|
10
|
5° to 21°
|
20
|
22
|
195
|
220
|
|
12
|
5° to 21°
|
20
|
22
|
195
|
220
|
|
14
|
3° to 35°
|
13 1/2
|
15
|
285
|
320
|
|
16
|
3° to 35°
|
13 1/2
|
15
|
285
|
320
|
(5)
Water main pipe cutting. Cutting pipe for insertion of valves,
fittings, or closure pieces shall be done in conformance with all
safety recommendations of the manufacturer of the cutting equipment.
Cutting shall be done in a safe, workmanlike manner without creating
damage to the pipe or cement-mortar lining. Ductile-iron pipe may
be cut using an abrasive pipe saw, rotary wheelcutter, guillotine
pipe saw, milling wheel saw, or oxyacetylene torch. Cut ends and rough
edges shall be ground smooth, and for push-on joint connections, the
cut end shall be beveled.
(6)
Polyethylene encasement. When the presence of aggressive soil
is identified, the inspector, engineer or water system operator may
require polyethylene encasement of water mains to be furnished and
installed by the contractor. The encasement shall be installed in
accordance with Section 5.4 of ANSI A21.5/AWWA C105.
(7)
Valve and fitting installation.
(a)
Prior to installation, valves shall be inspected by the inspector,
engineer or water system operator for direction of opening, number
of turns to open, freedom of operation, tightness of pressure-containing
bolting and test plugs, cleanliness of valve ports and, especially,
seating surfaces, handling damage, and cracks. Defective valves shall
be corrected or replaced. Valves shall be closed before being installed.
(b)
Valves, fittings, plugs and caps shall be set and joined to the pipe in the manner specified in Subsection F(2), (3), (4) and (5) of this section for cleaning, laying and joining pipe, except that twelve-inch and larger valves should be provided with special support, such as treated timbers, crushed stone, concrete pads, or a sufficiently tamped trench bottom so that the pipe will not be required to support the weight of the valve. Valves shall be installed in the closed position.
(c)
A valve box shall be installed for every valve. The valve box
shall not transmit shock or stress to the valve and shall be centered
over the operating nut of the valve, with the box cover flush with
the surface of the finished ground surface. Extension risers shall
be installed on every valve and set with the operating nut within
six inches of finished grade.
(d)
In no case shall valves be used to bring misaligned pipe into
alignment during installation. Pipe shall be supported in such a manner
as to prevent stress on the valve. All dead ends on new mains shall
be closed with plugs or caps that are suitably restrained to prevent
blowing off under test pressure.
(8)
Hydrant installation. Prior to installation, the Inspector, Engineer
or Water System Operator shall inspect all hydrants for direction
of opening, nozzle threading, operating-nut and cap-nut dimensions,
tightness of pressure-containing bolting, cleanliness of inlet elbow,
handling damage and cracks. Defective hydrants shall be corrected
or replaced.
(a)
All hydrants shall stand plumb and shall have their nozzles
parallel with, or at right angles to, the curb, with pumper nozzle
facing the curb. Hydrants shall be set to the established grade, with
the center line of the lowest nozzle 18 inches above the ground or
as directed. Each hydrant shall be connected to the main with a six-inch
branch controlled by an independent six-inch valve.
(b)
A hydrant warning plate as shown on the Standard Drawings[3] shall be furnished and installed immediately after each
hydrant is installed. When the water main is placed in service the
warning plate shall be removed.
[3]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(c)
When a hydrant is set in soil that is pervious, drainage shall
be provided at the base of the hydrant by placing 1/3 cubic yard of
3/4 inch crushed stone to at least six inches above the drain port
opening in the hydrant and to a distance of two feet around the elbow.
A layer of eight-mil polyethylene sheeting shall be placed on top
of the crushed stone prior to backfilling. Where groundwater rises
above the drain port or when the hydrant is located within 10 feet
of a sanitary sewer main, the drain port shall be plugged and no crushed
stone installed. The top of the hydrant shall be painted fire hydrant
red and a two-inch-diameter red anodized aluminum tag engraved with
the words "hydrant must be pumped out after use" shall be attached
to the pumper nozzle chain.
(d)
Hydrants shall be located as shown on the plans or as directed.
(e)
After installation and before backfilling, the contractor shall
apply a pressure test to both the hydrant seat and barrel to make
sure that all joints are pressure tight, operate to full position
open and closed to check operation and valve shut off. The contractor
shall check hydrants for drainage by removing nozzle cap and placing
palm of hand over nozzle outlet. Drainage rate should be sufficiently
rapid to create a suction. After backfilling, operate the hydrant
to flush out foreign material. The inspector, Engineer or water system
operator shall be present during hydrant testing. A defective hydrant
installation shall be corrected or replaced as directed.
(f)
Tighten nozzle caps and back off on threads slightly so that
the caps will not be excessively tight, but leave sufficient frictional
resistance to prevent removal by hand.
(9)
Thrust restraint.
(a)
Hydrants. The bowl of each hydrant shall be well braced against
a sufficient area of unexcavated earth at the end of the trench with
a concrete thrust block. All joints from main to hydrant elbow, inclusive,
shall be installed with retainer glands.
(b)
Fittings. All plugs, caps, tees and bends, unless otherwise
specified, shall be installed with concrete thrust blocks as shown
on the Standard Drawings.[4] The joints on fittings shall be installed with retainer
glands.
[4]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(10)
Flushing. Foreign material left in the pipelines during installation
often results in valve or hydrant seat leakage during pressure tests.
Every effort shall be made to keep lines clean during installation.
Thorough flushing is recommended prior to a pressure test; flushing
should be accomplished by partially opening and closing valves and
hydrants several times under expected line pressure with flow velocities
adequate to flush foreign material out of the valves and hydrants.
(11)
Blow-off manhole and air/vacuum release manhole installation.
These items shall be installed as shown on the Standard Drawings[5] or as directed. Blow-off drains shall not be connected
to any sewer, submerged in any stream or installed in a manner that
will permit backsiphonage into the water system. All openings shall
be preformed to accept necessary pipes. All annular spaces around
pipes and manhole joints shall be sealed watertight. Manhole frames
and covers shall be set flush with the surrounding finished grade.
Flange joints shall be installed so that faces bear uniformly on the
gasket and bolts shall be tightened uniformly.
[5]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(12)
Concrete encasement, joint encasement and concrete cradle. Pipe
encased in concrete or supported by a concrete cradle shall be temporarily
supported by means of precast or poured-in-place concrete blocks or
bricks on the prepared bottom of the trench or excavation. Temporary
supports shall have minimum dimensions and shall support the pipe
at not more than two locations, one adjacent to each end of each length
of pipe. After jointing of the pipe has been completed, concrete shall
be uniformly poured beneath and on both sides of the pipe. For concrete
cradles, sufficient concrete shall be placed to provide support for
at least the bottom quadrant of the pipe; for pipe encasement, sufficient
concrete shall be used so that the encasement is at least six inches
thick at all points. The concrete shall be of such consistency as
to permit its flow without excessive rodding to all required points
around the pipe surface. Unless required or permitted by the inspector,
Engineer or water system operator, the width of cradle or encasement
shall be such as to fill the trench width completely. The placing
of concrete shall be done in such a manner that the grade and alignment
the pipe will not be disturbed. Special provisions shall be taken
to prevent flotation of the pipe during placement of the concrete.
G.
Hydrostatic testing. The following procedures are for pressure and
leakage tests of water main. Test shall be conducted between valved
sections. When, in the opinion of the inspector, Engineer or water
system operator, local conditions require that trenches be backfilled
immediately after pipe has been laid, the pressure test may be made
after backfilling has been completed, but before permanent pavement
replacement. A test shall be made only after part or all backfilling
has been completed and at least 36 hours after the last concrete thrust
block has been cast with high early-strength concrete or at least
seven days after the last concrete thrust block has been cast with
standard concrete.
(1)
Pressurization. Each valved section of pipe shall be filled
with water slowly and the specified test pressure, based on the elevation
of the lowest point of the line or section under test and corrected
to the elevation of the test gauge, shall be applied by means of a
pump connected to the pipe in a manner satisfactory to the inspector,
Engineer or water system operator. Valves shall not be operated in
either the opening or closing direction at differential pressures
above the rated pressure. The pipe shall be filled and kept full for
a period of not less than 24 hours preceding the test. Unless otherwise
specified, the test pressure shall be 1.5 times the working pressure.
(2)
Air removal. Before applying the specified test pressure, air
shall be expelled completely from the pipe, valves and hydrants. If
permanent air vents are not located at all high points, the contractor
shall install corporation cocks at such points to that the air can
be expelled as the line is filled with water. After all the air has
been expelled, the corporation cocks shall be closed and the test
pressure applied. At the conclusion of the pressure test, the corporation
cocks shall be removed and plugged or left in place at the discretion
of the inspector, Engineer or water system operator.
(3)
Pressure test examination. Any exposed pipe, fittings, valves,
hydrants and joints shall be examined carefully during the test. Any
damage or defective pipe, fittings, valves or hydrants that are discovered
following the pressure test shall be repaired or replaced with sound
material, and the test shall be repeated until it is satisfactory
to the inspector, Engineer or water system operator.
(4)
Pressure test restrictions. Test pressures shall:
(a)
Not be less than 1.25 times the working pressure at the highest
point along the test section.
(b)
Not exceed pipe or thrust-restraint design pressures.
(c)
Be of at least two-hour duration.
(d)
Not vary by more than ± five pounds per square inch (0.35
Bar) for the duration of the test.
(e)
Not exceed twice the rated pressure of the valves or hydrants
when the pressure boundary of the test section includes closed gate
valves or hydrants. Note: Valves shall not be operated in either direction
at differential pressure exceeding the rated pressure.
(f)
Not exceed the rated pressure of the valves when the pressure
boundary of the test section includes closed, resilient-sealed gate
valves or butterfly valves.
(5)
Leakage test. The leakage test shall be conducted concurrently
with the pressure test and shall be run for a minimum four-hour continuous
period.
(a)
Leakage defined. "Leakage" shall be defined as the quantity
of water that must be supplied into the newly laid pipe, or any valved
section thereof, to maintain pressure within five pounds per square
inch (0.35 Bar) of the specified test pressure after the air in the
pipeline has been expelled and the pipe has been filled with water.
Leakage shall not be measured by a drop in pressure in a test section
over a period of time.
(b)
Allowable leakage.
[1]
No pipe installation will be accepted if the leakage
is greater than that determined by the following formula:
|
L = S*D*(Square Root of P)/133,200
|
|
in which L is the allowable leakage, in gallons per hour; S
is the length of pipe tested, in feet; D is the nominal diameter of
the pipe, in inches; and P is the average test pressure during the
leakage test, in pounds per square inch gauge. This formula is based
on an allowable leakage of 11.65 gallons per day, per mile, per inch
nominal diameter at a pressure of 150 pounds per square inch. Allowable
leakage at various pressures is shown in Table 5.
|
|
Table 5
Allowable Leakage per 1,000 feet of Pipeline*
(gallons per hour)
| ||||||||
|---|---|---|---|---|---|---|---|---|
|
Nominal Pipe Diameter
(inches)
| ||||||||
|
Average Test Pressure
(pounds per square inch)
|
3
|
4
|
6
|
8
|
10
|
12
|
14
|
16
|
|
450
|
0.48
|
0.64
|
0.95
|
1.27
|
1.59
|
1.91
|
2.23
|
2.55
|
|
400
|
0.45
|
0.60
|
0.90
|
1.20
|
1.50
|
1.80
|
2.10
|
2.40
|
|
350
|
0.42
|
0.56
|
0.84
|
1.12
|
1.40
|
1.69
|
1.97
|
2.25
|
|
300
|
0.39
|
0.52
|
0.78
|
1.04
|
1.30
|
1.56
|
1.82
|
2.08
|
|
275
|
0.37
|
0.50
|
0.75
|
1.00
|
1.24
|
1.49
|
1.74
|
1.99
|
|
250
|
0.36
|
0.47
|
0.71
|
0.95
|
1.19
|
1.42
|
1.66
|
1.90
|
|
225
|
0.34
|
0.45
|
0.68
|
0.90
|
1.13
|
1.35
|
1.58
|
1.80
|
|
200
|
0.32
|
0.43
|
0.64
|
0.85
|
1.06
|
1.28
|
1.48
|
1.70
|
|
175
|
0.30
|
0.40
|
0.59
|
0.80
|
0.99
|
1.19
|
1.39
|
1.59
|
|
150
|
0.28
|
0.37
|
0.55
|
0.74
|
0.92
|
1.10
|
1.29
|
1.47
|
|
125
|
0.25
|
0.34
|
0.50
|
0.67
|
0.84
|
1.01
|
1.18
|
1.34
|
|
100
|
0.23
|
0.30
|
0.45
|
0.60
|
0.75
|
0.90
|
1.05
|
1.20
|
|
Note:
| |
|
*
|
If the pipeline under test contains sections of various
diameters, the allowable leakage will be the sum of the computed leakage
for each size.
|
[2]
When testing against closed metal-seated valves,
an additional leakage per closed valve of 0.0078 gallon/hour/inch
of nominal valve size shall be allowed.
[3]
When hydrants are in the test section, the test
shall be made against the closed hydrant.
(6)
Acceptance of installation.
(a)
Acceptance shall be determined on the basis of allowable leakage. If any test of pipe laid discloses leakage greater than that specified in § 460-10.5G(5) of these specifications, the contractor shall, at his own expense, locate and make repairs as necessary until the leakage is within the specified allowance.
(b)
All visible leaks are to be repaired, regardless of the amount
of leakage. Any defective joints shall be immediately repaired, and
any cracked or otherwise defective pipe shall be replaced by the contractor
and the test procedure repeated.
(7)
Equipment for testing.
(a)
The contractor shall make all necessary arrangements to obtain,
supply, furnish all pumps, piping, hose, gauges, installing corporation
cocks, if necessary, etc., and remove same, except corporation cocks,
when work is completed.
(b)
The meter equipment and gauges shall be tested for accuracy
by the manufacturer prior to shipping, and written certification shall
be given to the inspector, Engineer or water system operator.
H.
Water mains. After the hydrostatic test has been performed and the
installation accepted, the water mains shall be flushed and disinfected
in accordance with the requirements of AWWA C651 and as follows:
(1)
Disinfection solution shall be prepared using calcium hypochlorite
in granular form. Tablets shall not be used.
(2)
The continuous-feed method shall be used.
(3)
Flushing and disinfection shall be conducted only at times approved.
(4)
Water for flushing and disinfection shall be introduced into
the main only at locations and by methods approved.
(5)
Flushing water shall be drained only at locations and by methods
approved. The contractor shall neutralize residual chlorine in flush
water in accordance with the requirements of AWWA C651, Appendix B,
if required by the Engineer or water system operator.
(6)
Disinfection solution shall be introduced into the water main
through a tap no more than 10 feet downstream from the beginning of
the new water main. The solution shall be introduced by a chemical
feed pump designed for this purpose.
(7)
Taps installed for bleeding air at dead ends and other points
shall be tightly plugged after disinfection and testing is complete.
(8)
Chlorine residual measurements shall be made at locations and
times required by the inspector, Engineer or water system operator.
(9)
After the main has been flushed and the chlorine concentration
of the water leaving the main is no greater than that generally prevailing
in the system or is acceptable for domestic use, samples shall be
taken by the contractor for bacteriological tests and under the supervision
of the inspector, Engineer or water system operator. The samples shall
be given to the inspector, Engineer or water system operator for delivery
to a State of Connecticut Department of Public Health (DOPH) approved
laboratory. The contractor shall be responsible for the cost of the
tests.
(10)
The main shall be placed in service only if the bacteriological
test results meet the DOPH standards for potable water. Failing tests
will require the contractor repeat the entire procedure for disinfecting
water mains.
A.
Description. The work under this section consists of furnishing and
installing water services and abandoning contaminated wells if required
by the Commission.
B.
Submittals. Submit manufacturer's data for all water service materials
and products.
C.
Inspection.
(1)
At the discretion of the Engineer or water system operator,
all materials are subject to inspection and approval at the manufacturer's
plants. All pipe, valves, fittings, meters and appurtenances are subject
to inspection at the point of delivery. Material found to be defective
due to manufacture or damage in shipment shall be rejected or recorded
on the bill of lading and removed from the job site. The contractor
shall be required to perform tests as specified in the applicable
AWWA standard to ensure conformance with the standard when requested.
In case of failure of the materials to comply with such specifications,
responsibility for replacement of the defective materials becomes
that of the manufacturer or contractor.
(2)
All pipe and appurtenances shall be installed and joined in
conformance with this standard and tested under pressure for defects
and leaks.
D.
Handling and storage. Materials, if stored, shall be kept safe from
damage. The interior of all pipe fittings, valves, meters and other
appurtenances shall be kept free from dirt or foreign matter at all
times.
E.
Certification. Certifications for all water service materials and
products shall be furnished and approved prior to installation.
F.
Materials.
(1)
Corporation stops. Corporation stops shall be Catalog Number
H-15000 with straight coupling nut as manufactured by Mueller Co.
(2)
Curb stops. Curb stops shall be Catalog Number H-15214 Mark
II Oriseal Valve as manufactured by Mueller Co.
(3)
Curb boxes. Curb boxes shall be cast iron of the extension type
with stationary rod and arch base. For curb stops one inch and smaller,
curb boxes shall be Catalog Number H-10334 as manufactured by Mueller
Co. For curb stops larger than one inch, curb boxes shall be Catalog
Number H-10336 as manufactured by Mueller Co.
(4)
Gate valves. Gate valves for services larger than two-inch diameter shall conform to the requirements of § 460-10.5E(5) of these specifications.
(5)
Valve boxes. Valve boxes for valves larger than two-inch diameter shall conform to the requirements of § 460-10.5E(6) of these specifications.
(6)
Service pipe and fittings.
(a)
Services two inches and smaller. Pipe shall be seamless soft
copper tubing conforming to the requirements of ASTM B88 for Type
K. Fittings shall be cast bronze of the flared tube type, compression
type or pack type. The bronze shall contain approximately 85% copper,
5% tin, 5% lead and 5% zinc.
(b)
Services larger than two inches. Pipe shall be cement-lined ductile iron Class 52 thickness conforming to the requirements of § 460-10.5E(1) of these specifications. Fittings shall be ductile iron conforming to the requirements of § 460-10.5E(2) of these specifications. Retainer glands shall conform to § 460-10.5E(3) of these specifications.
(7)
Water meters. Meter shall be new, not rebuilt or reconditioned
and shall conform to the requirements of AWWA C700, Standard for Cold
Water Meters - Displacement Type, and shall be of the size shown on
the contract drawings. Meters shall be equipped with encoder-type
remote registration systems conforming to AWWA C707. Meters 3/4 inch
by one inch and smaller shall be the SRII type with bronze bonnet,
lid and bottom plate as manufactured by Rockwell International. Meters
one inch through two inches shall be the SR type with "Rocksyn" measuring
chamber and bronze bottom plate as manufactured by Rockwell International.
Every meter shall be equipped with the following as manufactured by
Rockwell International: a "Touch Read System (ECR)" electronic communications
register, a "Touch Read System" remote touch pad and sufficient length
of two conductor cable to install touch pad where directed by the
inspector, Engineer or water system operator. Meter registration shall
be as specified by the water system operator or Engineer.
(8)
Check valves. Every service for domestic water use shall be
supplied with a check valve located at the meter and shall be Catalog
H-14243 or H-14241 or H-14242 or H-14244 as manufactured by Mueller
Co.
(9)
Meter yokes. Every meter one inch and smaller shall be supplied
with a meter yoke for setting the meter. The yoke shall be copper
type suitable for a specific installation and shall be manufactured
by Mueller Co.
(10)
Plumbing inside buildings.
(a)
Pipe shall be copper tubing Type L conforming to the requirements
of ASTM B88. Fittings shall be all copper of the solder type except
unions which shall be bronze. Valves shall be bronze gate valves rated
for 200 psi working pressure with wheel handle, solid wedge type,
and shall be Catalog No. H-10914 as manufactured by Mueller Co. or
approved equal. Solder shall not contain any lead.
(b)
Other plumbing fittings or adapters required to match existing
plumbing shall be of equal quality to the existing and shall be approved
for use by the State of Connecticut Building Code.
(11)
Well abandonment grout. Grout shall conform to the requirements
of CDOT Form 815, Section M.03.01-12, or approved equal design that
meets the requirements of the State of Connecticut Well Drilling Board
regulations for well abandonment.
G.
Construction methods.
(1)
General.
(a)
Water services shall be installed only in the locations shown
on the approved application site map or as directed. Services shall
be installed by the open cut method. All fittings, couplings, pipe
and valves shall be assembled in the dry. Contaminants, debris or
any foreign substance shall not be permitted to enter the service
pipe, fittings or connection.
(b)
The contractor shall have completed and accepted enough of each
service connection to supply a building with potable water before
abandoning or disconnecting the well. All well piping shall be uncovered
and capped outside the building foundation wall unless otherwise permitted
by the Commission. No well pipe shall enter the building.
(2)
Service taps, two-inch or smaller services. Corporation stops
may be installed either before or after water main installation. Corporation
stops shall be located at the angle shown on the detail in the Standard
Drawings.[1] Taps shall be made with a standard tapping machine, using
a sharp tap, the threads of which shall have the same taper as the
taper of the threads on the corporation stop. The size of the corporation
stop shall be equal to the size of the service as shown on the Standard
Drawings. The male threads of the corporation stop shall be wrapped
with two layers of three-mil TFE tape before screwing into the tapped
hole.
[1]
Editor's Note: The Standard Drawings are included as an attachment to this chapter.
(3)
Service lines, two-inch or smaller. All cuts in copper tubing
shall be made by a ring-type cutter, and any rough or abraded ends
shall be filed smooth. Tubing shall be installed in such a manner
as to prevent crushing, crimping or kinking, and any damaged pipe
or fittings shall be replaced as directed. Fittings shall be installed
in such a manner as to prevent leakage or damage to the tubing or
fitting. Service lines shall be installed in the location shown on
the approved application site map or as directed.
(4)
Curb stops and curb boxes. Curb stops and curb boxes shall be
installed plumb as shown on the Standard Drawings or as directed.
Curb boxes shall fit completely over the curb stop and shall be set
firmly on solid concrete catch basin blocks so that the weight of
the box does not bear directly on the curb stop. Stationary rods shall
be attached to all curb stop keys and shall extend to within six inches
of finish grade. The top of the curb box cover shall be set flush
with finish grade.
(5)
Water services larger than two inches. All water services larger than two inches in diameter shall be installed in accordance with the Standard Drawings and with the applicable sections of § 460-10.5 of these specifications for water mains and appurtenances.
(6)
Water meters.
(a)
All water meters shall be installed inside buildings as shown
on the approved application site map and as directed. Meters shall
be installed in a horizontal position, with the dial face pointing
up.
(b)
All meters one-inch size or smaller shall be installed and set
in a meter yoke suitable for the installed location. Meters larger
than one-inch size shall be installed with a grounding wire or rod
(State of Connecticut Building Code approved) that connects to the
service pipe on each side of the meter. The remote -read "Touch Pad"
shall be mounted securely to the exterior wall of the building in
a location designated by the owner's representative. The "Touch Pad"
shall be wired to the meter. The meter manufacturer's written instructions
for installing the meter, "Touch Pad," and wiring shall be followed.
(7)
Plumbing inside buildings.
(a)
Where new pipe penetration through the foundation wall is required,
the contractor shall protect the structural integrity of the foundation
wall and completely seal the annular space around the pipe with nonshrink
mortar. The hole penetrating the wall shall be no more than one inch
greater than the diameter of the service pipe. The water meter shall
be installed as close as possible to the foundation wall penetration
as possible and about two feet above the floor, unless otherwise directed.
No valves shall be installed in the service line between the curb
stop and the meter. A gate valve shall be installed within 12 inches
downstream from the meter. A check valve shall be installed immediately
downstream from this gate valve. The size of the gate valve and check
valve shall be equal to the size of the service pipe leaving the meter.
The service pipe downstream from the meter shall be located so as
to prevent interference with other utilities and the owner's use of
building. All interior plumbing shall be installed in conformance
with the requirements of the State of Connecticut Building Code regulations.
(b)
The contractor shall abandon existing pressure tank by disconnecting
plumbing and electrical wiring, drain the tank, cap the tank fittings
and bypass plumbing around the tank as directed. Any pumps used in
the supply of water to the building from the well shall be abandoned
by disconnecting plumbing, disconnecting electrical wiring for controls
and power service to the pump and bypassing plumbing around the pump
as directed. All electrical modifications and disconnections shall
be in conformance with the State of Connecticut Building Code regulations.
(c)
Pipe, fittings, couplings, adapters and valves shall be installed
as necessary to make connection between the water service at the meter
and the building plumbing, so as to make the existing building water
supply plumbing functional from the metered source. All plumbing relocated
shall be at least of equal size as that which presently exists.
(8)
Contaminated well abandonment procedure. This procedure is required
if a well is contaminated and ordered abandoned by the Health Department
and Commission. Wells shall be abandoned only after potable water
service is ready for immediate connection to the building. The well
shall be shut down and disconnected from the building immediately
prior to connecting the new water service. The well and new water
service shall not be permitted to be interconnected under any circumstances.
Wells shall be abandoned according to the following procedure:
(a)
A well drilling contractor registered in accordance with State
of Connecticut Well Drilling Board Regulations who performs the work
of well abandonment shall be responsible for the abandonment of the
well.
(b)
General. The well shall be plugged to prevent the entrance of
surface water, circulation of water between or among producing zones
and any other process resulting in contamination. Any well shall be
abandoned in such a manner that it does not become a channel for the
vertical movement of water or other substances to the potable groundwater
resources.
(c)
The well shall be chlorinated prior to abandonment using a chlorine
solution with a minimum concentration of 150 parts per million of
residual chlorine.
(d)
The well shall be checked from ground surface to the entire
depth of well before it is sealed. Any obstruction that will interfere
with the sealing operation shall be removed. The well pump and pipe
shall be removed and shall become the property of the building owner,
if requested, or shall be disposed of off the project site in a suitable
manner.
(e)
The well bore hole shall be filled completely with grout material.
The grout material shall be placed through a pipe extending to the
bottom of the well. The pipe shall be raised as the well is filled
with grout.
(f)
Any well bore hole in consolidated rock formation may be filled
with fine sand in the zone or zones of the consolidated rock. The
top of the sand fill shall terminate at least 10 feet below the top
of the consolidated rock and the remaining portions of the hole shall
be filled with the grout material.
(g)
Upon completion of the grout filling, the top of the well casing
and grout material shall be removed to a depth four feet below the
ground surface. In the absence of casing, the grout material shall
terminate four feet below the ground surface.
