[Adopted 12-1-1998 by Ord. No. 204]
A.
Part 1: General.
(3)
Description.
(a)
EARTH EXCAVATION
MISCELLANEOUS UNCLASSIFIED EXCAVATION
ROCK EXCAVATION
[1]
[2]
SUBGRADE
UNCLASSIFIED EXCAVATION
Definitions. As used in this article, the following
terms shall have the meanings indicated:
Removal of materials of any kind in the excavation which
cannot be classified as rock excavation.
Unclassified excavation required by the Borough and not included
in other items for payment.
Removal of consolidated hard mineral material
mass exceeding 1/2 cubic yard in volume which cannot be excavated
except by drilling and blasting or drilling and wedging. Structure
foundations of concrete or of masonry or stone laid in cement-mortar
is classified as rock if the volume requiring removal at any single
location exceeds 1/2 cubic yard. No soft or disintegrated rock which
can be removed with a pick, or any material which can be broken down
by sledge hammers, or any ledge or single boulder less than 1/2 cubic
yard in volume, or loose, shaken, or previously blasted rock, or broken
stone in rock filling or elsewhere, or rock exterior to the line of
measurement as hereinafter specified, will be allowed as rock.
Items involved in the excavation such as sidewalks,
curbs and street or roadway paving of whatever material is not classified
as rock excavation.
Trench bottom prepared as specified to receive pipe bedding,
concrete cradle or concrete encasement or the bottom of excavations
prepared to receive pipe line structures.
Removal of materials of any kind in the excavation, including
rock excavation.
(4)
References.
(b)
The "PDT Sections" noted herein refer to sections
contained in the Commonwealth of Pennsylvania Department of Transportation
Specifications Publication 408, latest edition. The references pertain
only to materials, construction equipment, methods and labor. The
payment provisions do not apply to work to be performed under this
contract.
(c)
Commonwealth of Pennsylvania Department of Transportation
Specifications.
[1]
PDT Section 703 Aggregates.
(d)
State code. Commonwealth of Pennsylvania, Pennsylvania
Code, Title 67, Transportation, Department of Transportation, Chapter
459, Occupancy of Highways by Utilities, July 1989 (PennDOT Chapter
459).
(e)
State publication. Commonwealth of Pennsylvania,
Pennsylvania Code, Title 67, Transportation, Department of Transportation,
Chapter 203, Work Zone Traffic Control (PennDOT Chapter 203).
(f)
CE-8 Specifications for Pipeline Occupancy of
Consolidated Rail Corporation Property.
(g)
Requirements and Specifications for Pipeline
Occupancy, National Railroad Passenger Corporation, USA ENG 1604 (Amtrak).
(5)
Project conditions.
(a)
State highways. All work within the right-of-way
of state highways shall be performed in strict accordance with the
requirements of PennDOT Chapter 459.
(b)
Railroads. All work within the right-of-way
of railroads shall be performed in strict accordance with the requirements
of the current edition of the "Consolidated Rail Corporation's CE-8
Specifications for Pipeline Occupancy of Consolidated Rail Corporation
Property" or "Requirements and Specifications for Pipeline Occupancy"
of the National Railroad Passenger Corporation USA ENG 1604.
[1]
If required by the railroad company, materials
for track supporting structures shall be furnished by the contractor
for installation and removal by personnel of the railroad company.
[2]
The railroad company has the right to provide
inspection and signaling and to support, reballast, or realign its
tracks or perform other work by its own forces. The cost of such items
is the responsibility of the contractor.
[3]
Record and have on file details pertaining to
railroad company inspections. Include as a minimum the dates of inspections,
number of railroad company personnel and number of hours spent on
inspection by railroad company personnel.
B.
Part 2: Products.
(1)
Material.
(a)
Backfill material: excavated material free of
cinders, ashes, refuse, vegetable, or organic material, boulders,
rocks, stone, or other material which, in the opinion of the Borough,
is unsuitable. Backfill material shall conform to the requirements
established under "Classification of backfill and bedding materials,"
specified below.[1]
(b)
Aggregate backfill and bedding: fine aggregates
and coarse aggregates conforming to PDT Sections 703.1 and 703.2.
Aggregate backfill and bedding requirements established under "Classification
of backfill and bedding materials," specified below.
(d)
Topsoil, seed, and soil supplement materials:
as specified in PA DOT Publication 408.
(e)
Pasture and meadow grass seed mixture shall
be equivalent to the following:
|
Timothy
|
18%
| |
|
Orchard grass (pennlate or pennmeade)
|
46%
| |
|
Redtop
|
18%
| |
|
Kentucky bluegrass
|
18%
|
(f)
Erosion control seed germination mat: Miramat
3M by Mirafi, Inc.
(g)
Underground warning tape:
[1]
Printed, and alkali-resistant, polyethylene
tape, three inches minimum width, color coded, one inch minimum lettering,
printed with name or symbol of utility buried below and suitable for
installation in all soil types. Magnetic type shall be manufactured
with foil back or other means to enable detection, by a metal detector,
when it is buried up to four feet deep.
C.
Part 3: Execution.
(1)
Trench preparation and excavation.
(a)
Perform sheeting and shoring in accordance with
the applicant's specified requirements.
(b)
Perform soil erosion control work in accordance
with the applicant's specified requirements.
(c)
General. Excavation of every description and
of whatever substances encountered shall be performed to the lines
and grades indicated on the drawings and specified herein, or as directed
by the Borough.
[1]
Excavation shall be made by open cut, unless
written permission to tunnel or bore is given by the Borough or is
specifically outlined in the specifications or shown on the drawings.
[2]
Trenches may be excavated and backfilled either
by machinery or by hand as the contractor may elect; provided, however,
that the contractor shall use hand excavation where necessary to protect
existing structures, utilities, or private or public properties and
provided, further, that backfilling shall be done by hand to the extent
hereinafter specified.
(d)
Stripping, storing and restoring surface items.
The contractor shall remove all paving, subpaving, curbing, gutters,
brick, paving block, granite curbing, flagging or other similar materials,
and grub and clear the surface over the area to be excavated. He shall
properly store and preserve such materials that may be required for
future use in restoring the surface. The contractor shall be responsible
for any loss or damage to said materials because of careless removal
or neglectful or wasteful storage, disposal, or use of the materials.
[1]
All materials which may be removed, including
rock, earth and sand taken from the excavation, shall be stored, if
practical, in the roadway or such other suitable place and in such
manner as the Borough shall approve.
[2]
If more materials are removed from any trench
than can be backfilled over the completed pipe or stored in the street,
leaving space for traffic, the excess materials shall be removed and
stored at a suitable site provided by the contractor.
[3]
The contractor shall, at his own expense, bring
back as much of the approved materials so removed as may be required
to properly refill the trench.
[4]
When directed by the Borough, the contractor
shall furnish such other suitable materials as may be necessary to
properly refill the trench at no additional cost to the Borough.
[5]
The contractor shall restore all shrubbery,
fences, poles or other property and surface structures, removed or
disturbed as a part of the work, to a condition equal to that before
the work began, furnishing all labor and materials incidental thereto,
without any additional cost to the Borough.
[6]
The Borough may mark certain trees, shrubs,
or other items that are not to be disturbed or damaged. In the event
such items are disturbed or damaged, they shall be replaced or compensated
for at the contractor's expense.
[7]
Any tree which is approved by the Borough for
removal shall be cut into four-foot lengths and stacked next to the
pipeline right-of-way and become the property of the landowner.
(e)
Length of trench:
[1]
No trench shall be opened more than 100 feet
in advance of the pipelines laid.
[2]
The contractor shall limit all trench openings
to a distance commensurate with all rules of safety.
[3]
If the work is stopped either totally or partially,
the contractor shall refill the trench and temporarily repave over
the same at his expense, and the trench shall not be opened until
he is ready to proceed with the construction of the pipeline.
(f)
Pumping and draining. The contractor shall remove,
by pumping, draining, or otherwise, any water which may accumulate
in the trenches and other excavations and shall build all dams and
do all other work necessary to keep the trenches or other excavation
as free from water as possible.
[1]
Where it is impractical to completely drain
the trench, special pipe or jointing materials may be authorized at
no additional expense to the owner.
[2]
While the pipelines are being laid, the contractor
shall have sufficient pumping machinery ready for immediate use.
[3]
All surface waters shall be prevented from entering
the open ditches or excavations by proper grading of the surface in
the vicinity of the excavation.
(g)
Accommodations of drainage. The contractor shall
keep gutters, sewers, drains and ditches open at all times so that
the flow of storm- or other waters shall not be obstructed. If the
material excavated from the trenches must temporarily extend over
gutters or other waterways, it shall be the duty of the contractor
to plank or bridge over the gutters, without extra compensation, so
that the flow of water is not impeded.
(h)
Maintenance of traffic. Work shall be conducted
so as to cause a minimum of inconvenience to pedestrian and vehicular
traffic and to private and public properties along the line of work.
It shall be the duty of the contractor, at all times, to maintain
crossing, walks, sidewalks, and other roadways open to traffic and
in a satisfactory condition and to keep all fire hydrants, water valves,
fire alarm boxes, and letter boxes accessible for use. Whenever it
is necessary to maintain pedestrian traffic over open trenches, a
timber bridge at least three feet in width and equipped with side
railings shall be provided. When the excavated material will encroach
upon sidewalks or private property, planking shall be placed in order
to keep the sidewalk or private property clear of excavated material.
[1]
In important thoroughfares, highways, or in
narrow streets, the material excavated from the trench shall be removed
from the site of the work at the contractor's own expense in order
to provide suitable space for traffic. The contractor shall, at his
own expense, bring back as much of the approved material as necessary
to properly refill the trench, or he shall, at his own cost and expense,
furnish such other suitable materials as may be necessary to properly
refill the trench.
[2]
When it is necessary to haul soft or wet materials
over public streets, the contractor shall provide suitable vehicles
and shall conform to all laws and ordinances relevant to such hauling.
[3]
Maintenance and protection of traffic on Borough
or Township streets and state highways shall be in strict accordance
with PennDOT Form 408, Section 900; and Title 67, Chapter 203. The
contractor shall modify the sign locations daily in order to protect
that section of highway to be disturbed during that same day.
[4]
When working in other public rights-of-way,
maintenance of traffic shall be as directed by the governing authority.
(i)
Blasting and explosives: not permitted in performance
of trenching work.
(j)
Protection of utilities, property and structures.
Any utilities not shown, or not located as shown, shall not be cause
of the contractor to deny responsibility for their protection and/or
repair during construction.
[1]
The contractor shall notify all utility companies
in advance of construction to include requesting the utilities to
be located in accordance with Pennsylvania Act 287/172 and cooperate
with agents of these companies during the progress of the work. Procedures
for emergency action and repairs to utilities shall be established
with the utility company prior to commencement of the work. During
the course of his work, if any of the aforementioned utilities is
damaged, the contractor shall immediately follow the procedure of
emergency action and repair as established at no expense to the Borough.
[2]
Whenever the contractor, during the progress
of the excavation, shall uncover service pipes or lines which because
of injury or age are in poor condition, contractor shall immediately
notify the proper authority in order that steps may be taken for replacement
or repair. Locations of repairs and the procedures of repairs that
have been made shall be recorded by the contractor.
[3]
The contractor shall, at no expense to the Borough,
sustain in their places and protect from direct or indirect injury
all pipes, conduits, tracks, walls, buildings and other structures
or property in the vicinity of the work, whether above or below the
ground, or that may be exposed in the trench. The contractor shall
at all times have a sufficient quantity of timber, planks, chains,
ropes, etc., and shall use them as necessary for sheeting excavations
and for sustaining or supporting any structures that are uncovered,
undermined, endangered, threatened, or weakened, whether such structures
are or are not shown on the drawings.
[4]
Pipes and underground conduits exposed as a
result of the contractor's operations shall be adequately supported
along their entire exposed length by timber or planking, installed
in such manner that the anchorage of the supporting members will not
be disturbed or weakened during the backfilling operation. Backfill
of selected material shall be carefully rammed and tamped under and
around the supports, and all supports shall be left in place as a
guard against breakage of the supported structure due to trench settlement.
No additional payment will be due the contractor for material left
in place nor for the labor of installing and maintaining supports.
[5]
Where necessary, in order to keep one side of
the street or roadway free from any obstruction or to keep the material
piled alongside of the trench from falling on private property outside
the right-of-way, a safe and suitable fence shall be placed alongside
the trench.
(k)
Stream crossings: excavate trenches in stream
crossings to the depth shown on the drawings or otherwise required
by the Borough.
[1]
Material excavated may be used as backfill unless
specifically prohibited by any state agency having jurisdiction.
[2]
Make all necessary provisions for cofferdamming,
dewatering, and removal of excess excavated material.
[3]
Maintain the flow in the stream at all times.
[4]
Where rock is encountered in the stream crossings,
do not use forms to construct the concrete encasement; place concrete
on firm rock below the pipe and against firm rock on both sides of
the pipe to provide a firm bond between the encasement and the rock.
Should the contractor excavate beyond the dimensions specified herein
before for the concrete encasement, he will be required to furnish
and place all additional concrete required beyond the dimensions schedule
shown on the drawings at his own expense.
[5]
Construct stream crossings in accordance with
requirements indicated on the drawings.
(2)
Pipe bedding and trench backfill.
(a)
Bedding. The trench shall be excavated to a
depth of six inches below the outside diameter of the pipe barrel,
or deeper if so specified. The resultant subgrade shall be undisturbed
or compacted as approved by the Borough if disturbed. The bedding
shall then be prepared by placing a thoroughly compacted aggregate
pipe bedding and initial backfill material, as specified hereinafter,
in four-inch (uncompacted thickness) layers to 12 inches above top
of pipe. Bedding shall provide uniform and continuous bearing and
support for the pipe at every point between bell holes.
(b)
Special bedding:
[1]
Concrete cradle and concrete encasement. If concrete cradle and/or encasement is indicated on the drawings or required by the Borough, the trench shall be excavated to a depth of six inches below the outside of the barrel of pipes 24 inches in diameter or less and nine inches below the outside of the barrel of pipes larger than 24 inches in diameter. All of this excavation may be done by machine. Method of placement is specified in § 120-14.
[2]
Unstable subgrade. Where the bottom of the trench
at subgrade is found to be unstable or to include ashes, cinders,
any type of refuse, vegetable, or other organic material, or large
pieces or fragments of inorganic material, which, in the opinion of
the Borough, should be removed, the contractor shall excavate and
remove such unsuitable material to the width and depth recommended
by the Borough.
[a]
Before pipe is laid, the subgrade
shall be made by backfilling with aggregate material, as directed
by the Borough, in three-inch (uncompacted thickness) layers thoroughly
tamped and the bedding prepared as hereinbefore specified.
[3]
Excavation in fill: When the pipe is laid in
fill, the compacted embankment shall be brought to a height of at
least nine inches above the proposed top of the pipe before the trench
is excavated.
(c)
Backfilling methods.
[1]
General. Backfilling shall not be done in freezing
weather except by permission of the Borough, and it shall not be done
with frozen material. Do not backfill when the material already in
the trench is frozen.
[a]
Where aggregate backfill is not
indicated on the drawings or specified herein, and in the opinion
of the Borough should be used in any part of the work, the contractor
shall furnish and backfill with aggregate as directed.
[2]
In state highways, all backfill shall be in
accordance with the requirements of PennDOT Chapter 459.
(d)
Pipe bedding beneath and to center line of pipe.
All trenches shall be backfilled, from the bottom of the trench to
the center line of the pipe, with bedding material placed in layers
of four inches (uncompacted thickness) and compacted by tamping or
other approved mechanical methods. Bedding material shall be deposited
in the trench for its full width on each side of the pipe and fittings
simultaneously.
(e)
Initial backfill over pipe: From the center
line of the pipe and fittings to a depth of one foot above the top
of the pipe, the trench shall be backfilled by hand or by approved
mechanical methods. The contractor shall use special care in placing
this portion of the backfill so as to avoid injuring or moving the
pipe. The backfill shall be placed in four- inch layers (uncompacted
thickness) and compacted by tamping or other approved mechanical methods.
(f)
Aggregate backfill to restoration depth (roadways,
driveways and other paved areas). From one foot above the top of the
pipe to restoration depth, the trench shall be backfilled by hand
or by approved mechanical methods. Backfill in this section of the
trench shall be coarse aggregate material subject to limitations specified
and consolidated by tamping in four-inch layers or other approved
mechanical methods unless otherwise specified. Any consolidation method
utilizing water such as jetting or puddling shall not be permitted.
Consolidation shall proceed from the center of the trench to the sides
to prevent arching.
(g)
Backfill material to restoration depth (seeded
areas). From one foot above the top of the pipe to restoration depth,
the trench shall be backfilled by hand or by approved mechanical methods.
Backfill in this section of the trench shall be excavated material
subject to limitations specified and consolidated by tamping in eight-inch
layers or other approved mechanical methods unless otherwise specified.
Any consolidation method utilizing water, such as jetting or puddling,
shall not be permitted. Consolidation shall proceed from the center
of the trench to the sides to prevent arching.
(h)
Underground warning tape: For the purposes of
early warning and identification of buried pipes during future trenching
or other excavation, provide continuous identification tapes in trenches.
Install in accordance with printed recommendations of the tape manufacturer
and as modified herein. Bury tape at a depth of 12 inches below grade;
in pavements, measure 12 inches from subgrade of pavement.
(i)
Compacting: During the course of backfilling
and compacting work, the Borough may, at any location or depth of
trench, make tests to determine whether the contractor's compaction
operations are sufficient to meet specified requirements. Compact
trench backfill as follows:
[1]
All trench excavation and backfill within state
highway right-of-way will be subject to inspection by representatives
of the Commonwealth of Pennsylvania, Department of Transportation,
and the work must be performed in accordance with the requirements
of that department without additional payment, even though such requirements
may entail more labor or services than the methods herein described.
[2]
Use mechanical tampers to compact backfill materials
in trench refill operations to produce a density of backfill at the
bottom of each layer of not less than 90% of maximum density obtained
at optimum moisture content as determined by AASHTO T99. Perform field
determinations of density, when requested by the Borough, in accordance
with AASHTO T191.
(3)
Restoration and cleanup of surface.
(a)
Replacement of structures by contractor.
[1]
The contractor shall restore (unless otherwise
stipulated) all sidewalks, curbings, gutters, shrubbery, fences, poles,
sod or other property and surface structures removed or disturbed
as a part of the work to a condition equal to that before the work
began, furnishing all labor and materials incidental thereto.
[2]
Replacement of curbs and sidewalks shall be
in full accordance with the materials and methods specified and as
detailed on the drawings.
(b)
Pavement replacement: as specified.
(c)
Cleanup and maintenance of surfaces.
[1]
General. During construction, the surfaces of
all areas, including, but not limited to, roads, streets, and driveways,
shall be maintained on a daily basis to produce a safe, desirable,
and convenient condition. Streets shall be swept and flushed after
backfilling and recleaned as dust, mud, stones and debris caused by
the work or related to the work again accumulates. Failure of the
contractor to perform this work shall be cause for the Borough to
order the work by others and backcharge all costs to the contractor.
[a]
All surplus materials furnished
by the contractor and temporary structures shall be removed from the
site by the contractor.
[b]
All dirt, rubbish and excess earth
from the excavation shall be disposed of by the contractor in a manner
and place acceptable to all governing agencies.
[c]
The construction site shall be
left clean at the end of each working day to the satisfaction of the
Borough.
[2]
Repair or correction of unsatisfactory conditions.
[a]
All unsatisfactory conditions resulting
from the work shall be corrected.
[b]
Any subnormal or dangerous condition
caused by the work, on any surface, shall be repaired or corrected
within two hours of observance or notification of its existence. If
repairs or corrections are not made within this period, the Borough
shall cause to have the work completed, with the resulting cost backcharged
to the contractor.
(d)
Restoration of lawns, meadows, and cultivated
fields.
[1]
General. Final restoration of all areas shall
be performed in accordance with the specifications for the particular
land use as herein defined.
[a]
Final restoration shall be performed
no later than the start of the next planting season following construction.
The planting season shall be as established by the U.S. Agricultural
Service for the area of construction.
[b]
Topsoil shall be screened free
from subsoil, brush, weeds, or other litter, clay lumps and stones,
but may contain decaying vegetable matter as is present in good topsoil.
[c]
Precautions shall be exercised
as necessary to conform with laws relating to erosion and sediment
control.
[d]
Seed shall be not more than two
years old. Germination tests of seeds shall be made not more than
six months prior to seeding. Seed which has become wet, moldy or otherwise
damaged shall not be used.
[e]
All seed mixtures shall be submitted
to the Borough for approval prior to seeding.
[f]
The contractor shall be responsible
to produce a stand of grass in all seeded or sodded areas. Erosion,
drought, or any other condition encountered shall not relieve the
contractor of this requirement.
[2]
Lawns.
[a]
All disturbed areas, whether inside
or outside the paylines, shall receive a minimum of six inches of
topsoil and the surface hand-raked, stones removed and natural drainage
features provided and/or restored prior to the application of seed.
The contractor shall improve all disturbed areas to a condition equal
to or better than prior to construction.
[b]
The seed shall be sown with approved
seeding procedure at the rate of four pounds per 1,000 square feet.
An approved starter fertilizer shall be utilized and applied per manufacturer's
recommendations. Hydroseed shall be allowed with approved application
mixtures.
[3]
Pasture and meadow grass.
[a]
Prior to construction, the full
depth of the existing topsoil, but no less than 12 inches, shall be
stripped from all areas anticipated to be disturbed and shall be stockpiled
during construction. Upon completion of the construction, all topsoil
removed shall be replaced. As the final class of material is applied,
bringing the area to finished grade, the depth of topsoil replaced
shall not be less than the depth removed.
[b]
The seed shall be sown with approved
seeding procedure at the rate of 22 pounds to 25 pounds per acre.
[4]
Cultivated fields. Prior to construction, the
full depth of the existing topsoil, but no less than 12 inches, shall
be stripped from the area of the anticipated trench and shall be stockpiled
during construction.
[a]
Upon completion of construction,
the entire disturbed area shall be cleaned of all rubbish, stones,
and other objects over two inches in maximum dimension and all crushed
stone related to the construction operations.
[b]
All disturbed and traveled areas
relevant to the work shall be scarified to a depth of 10 inches.
[c]
All the topsoil removed shall be
replaced and the entire disturbed and traveled areas graded to the
original grade. The depth of the topsoil replaced shall not be less
than the depth removed.
[5]
Sod: Sodding shall consist of a grass equivalent
to the seeding specified for that particular land use.
[6]
Seeding and soil supplement application shall
be performed by the hydroseeding method. Rates of application, methods
and equipment shall be approved by Borough prior to commencing with
work.
[7]
Erosion control/seed germination mat shall be
applied in accordance with manufacturer's instructions either before
or after hydroseeding operations.
(e)
Traffic signal systems. Severed, damaged or
removed loop detectors, lead-in wires, conduit, junction boxes, etc.,
shall be repaired within five days. The contractor shall engage a
PennDOT-approved traffic signal contractor to perform repairs/restoration.
Only PennDOT-approved materials shall be used.
A.
Part 1: General.
(3)
Quality assurance.
(a)
Contractor qualifications. Construction operations
shall be undertaken only by a contractor well experienced in operations
of similar magnitude and condition under transportation arteries,
railroads and surface areas which cannot be disturbed.
(b)
Design criteria.
[1]
Encasing conduit under railroad tracks shall
be of sufficient strength to support all superimposed loads, including
a Cooper E-80 loading with associated recommended impact loading.
[2]
Encasing conduit under highways shall be of
sufficient strength to support all superimposed loads, including an
American Association of State Highway and Transportation Officials
H-25 loading with associated recommended impact loading.
(c)
Requirements of regulatory agencies.
[1]
Work of this section within state highway right-of-way
will be subject to inspection by representatives of the Commonwealth
of Pennsylvania Department of Transportation, and the work must be
performed in accordance with the requirements of the latest edition
of the Commonwealth of Pennsylvania, Pennsylvania Code, Title 67,
Transportation, Department of Transportation, Chapter 459, Occupancy
of Highways by Utilities.
[2]
Materials and methods of construction used on
railroad company property shall be subject to the approval of the
railroad company, and the contractor shall at all times conduct his
work and operations fully within the railroad company's rules, regulations
and requirements. Ascertain from the railroad company its rules, regulations,
and requirements and what, if any, delays may be encountered. If required
by the railroad company, submit for approval an outline of the methods
and means proposed for prosecuting the work.
[3]
Perform work within the railroad company's property
in accordance with the requirements of the current edition of the
Consolidated Rail Corporation's "CE-8 Specifications for Pipeline
Occupancy of Consolidated Rail Corporation Property" or "Requirements
and Specifications for Pipeline Occupancy" of the National Railroad
Passenger Corporation, USA ENG 1604.
[4]
If required by the railroad company, materials
for track supporting structures shall be furnished by the contractor
for installation and removal by personnel of the railroad company.
[5]
The railroad company has the right to provide
inspection and signaling and to support, reballast, or realign their
tracks or perform other work by their own forces. The cost of such
items is the responsibility of the contractor.
[6]
Record and have on file details pertaining to
railroad company inspections. Include as a minimum the dates of inspections,
number of railroad company personnel and number of hours spent on
inspection by railroad company personnel.
[7]
If the thickness of the encasing conduit must
be increased to meet the railroad company requirement, furnish and
install as required.
[8]
Furnish and erect crossing signs on both sides
of the tracks. The actual location where each sign is to be erected
will be established by the Borough in the field.
(d)
Source quality control.
[1]
Shop tests and inspection. All materials furnished
by the contractor shall be certified by the supplier for compliance
with the pertinent specifications. Shop inspections and testing may
be required. The cost of shop testing shall be borne by the supplier
or the contractor.
(4)
References.
(a)
American Association of State Highway and Transportation
Officials (AASHTO) H-25: Loading for Conduits Installed Under Streets,
Road, or Highways.
(b)
American Railway Engineering Association (AREA)
(Cooper E-80).
(c)
American Society for Testing and Materials (ASTM):
[1]
ASTM A53, Pipe, Steel, Black and Hot-Dipped,
Zinc-Coated Welded and Seamless.
[2]
ASTM A153, Zinc Coating (Hot-Dip) on Iron and
Steel Hardware, Spec. for.
[3]
ASTM A283, Low and Intermediate Tensile Strength
Carbon Steel Plates, Shapes and Bars, Spec. for.
[4]
ASTM A307, Carbon Steel Externally Threaded
Standard Fasteners, Spec. for.
[5]
ASTM A570, Hot-Rolled Carbon Steel Sheet and
Strip, Structural Quality, Spec. for.
[6]
ASTM C32, Sewer and Manhole Brick (Made from
Clay or Shale), Spec. for.
[7]
ASTM C33, Concrete Aggregates.
[8]
ASTM C144, Aggregate for Masonry Mortar, Spec.
for.
[9]
ASTM C150, Portland Cement.
[10]
ASTM C207, Hydrated Lime for Masonry
Purposes, Spec. for.
(d)
American Welding Society: AWS D1.1 Structural
Welding Code.
(e)
Commonwealth of Pennsylvania Department of Transportation
(PDT), Specifications Publication 408, latest edition:
[1]
PDT Section 703 Aggregates.
(f)
State Code: Commonwealth of Pennsylvania, Pennsylvania
Code, Title 67, Transportation, Department of Transportation, Chapter
459, Occupancy of Highways by Utilities, July 1989 (PennDOT Chapter
459).
(g)
State publication: Commonwealth of Pennsylvania,
Pennsylvania Code, Title 67, Transportation, Department of Transportation,
Chapter 203, Work Zone Traffic Control (PennDOT Chapter 203).
(h)
CE-8 Specifications for Pipeline Occupancy of
Consolidated Rail Corporation Property.
(i)
Requirements and Specifications for Pipeline
Occupancy, National Railroad Passenger Corporation, USA ENG 1604 (Amtrak).
(5)
Submittals.
(a)
Shop drawings and product data. Furnish completely
dimensioned shop drawings, cuts or other data as required to provide
a complete description of products to be installed.
(b)
Certificates: certified records or reports of
results of shop tests, such records or reports to contain a sworn
statement that shop tests have been made as specified.
(6)
Delivery, storage and handling. Transport, handle
and store materials and products specified herein in a manner recommended
by the respective manufacturers of such to prevent damage and defects.
(7)
Project conditions.
(a)
When permitted by the engineer or required by
the drawings and specifications, pipe under railroads, roadways, structures
or other obstructions may be tunneled utilizing liner plates or bored
utilizing a casing pipe.
(b)
The contractor shall familiarize himself with
all procedures and requirements of the governing agency or company
having jurisdiction over the roadway, railroad, structure, or obstruction
involved and shall furnish all materials, equipment, and work necessary
to perform the work in accordance with these procedures and requirements.
(c)
The contractor shall receive approval of the
engineer for any tunneling with liner plate or boring operation not
so indicated on the drawings.
(d)
Plans and descriptions of the arrangement to
be used shall be submitted to the engineer for approval, and no work
shall proceed until such approval is obtained.
(e)
When water is known or expected to be encountered,
pumps of sufficient capacity to handle the flow shall be maintained
at the site. When dewatering, close observation shall be maintained
to detect any settlement or displacement of roadway embankment, etc.
(f)
Classification of materials:
[1]
Highway crossing boring or jacking. No consideration
will be given to the nature of materials encountered in the boring
for highway crossings. Remove rock encountered during the boring operation.
[a]
Where rock is encountered during
the boring of an encasing conduit which is such that, in the judgment
of the engineer and the representative of the Pennsylvania Department
of Transportation, the boring or jacking of the encasing conduit cannot
be continued, discontinue boring and jacking. Construct the remaining
portion of the pipeline across the highway by an open cut method meeting
with the approval of the engineer and the representative of the Pennsylvania
Department of Transportation.
[2]
Railroad crossing boring. No consideration will
be given to the nature of materials encountered in boring for railroad
crossings. Remove rock encountered during the boring operation.
[3]
Tunneling: No consideration will be given to
the nature of materials encountered in tunneling. Remove rock encountered
during the tunneling operation.
B.
Part 2: Products.
(1)
Casing pipe.
(a)
Steel pipe: Seamless pipe, ASTM A53, minimum
twenty-foot length.
[1]
Minimum yield strength: 35,000 psi.
[2]
Full circumference welded joints.
[3]
Asphalt coated.
[4]
Minimum wall thickness: 0.375 or as indicated
on the drawings or as required by the regulatory agency or owner of
the crossing.
[5]
Steel casing pipe diameter as indicated on the
drawings, or if not indicated shall be at least six inches larger
than the outside diameter of the pipe bell, or as required by the
owner of the right-of-way or entity issuing the permit.
[6]
Smooth wall steel pipes with a nominal diameter
of over 54 inches will not be permitted.
(2)
Steel tunnel liner plate.
(a)
Plates. Unless otherwise indicated on the drawings,
proposed sizes and thickness of plates shall be submitted to the engineer
along with shop drawings for approval. In no event shall the liner
plate thickness be less than 0.1046 inch. All plates shall be formed
from one piece of metal to provide longitudinal and circumferential
flanges. The shape of the plates shall be such that erection and assembly
of the liner plate structure can be completely and readily effected
from inside the tunnel.
[1]
Plates shall be accurately curved to suit the
tunnel cross sections, and all dimensions shall be of such size and
accuracy that plates of similar curvature will be interchangeable.
All plates shall be connected by bolts on both the longitudinal and
circumferential joints.
[2]
The tunnel liner plates shall be fabricated
from structural quality, hot rolled steel, suitable for cold forming
in closed dies and shall conform to ASTM A570 Grade B for sheets or
ASTM A283 Grade B for plates.
[3]
The tunnel liner plates shall be galvanized
to meet AASHTO M167 specifications and shall be bituminous coated
to meet AASHTO M190 specifications. Such coating to be a minimum thickness
of 0.05 inch.
(b)
Bolts and nuts. Bolts and nuts shall be not
less than 1/2 inch in diameter for 7 gauge plates and lighter and
not less than 5/8-inch diameter for liner plates heavier than 7 gauge.
They shall be quick-acting coarse thread and conform to ASTM A307,
Grade A. The nuts and bolts shall be hot dip galvanized to conform
to ASTM Specification A153.
(3)
Miscellaneous material.
(a)
Casing cradles spacers. The contractor shall
provide the following type: constructed of two-piece solid shell of
T-304 stainless steel, 14 gauge thickness; ribbed PVC sheet, 0.090-inch
thickness; runners made from ultra high molecular weight (UHMW) polymer
and attached to T-304 stainless steel risers; fasteners shall be T-304
stainless steel. Provide casing cradles similar or equal to Model
CCS as manufactured by Cascade Waterworks Mfg. Co.
(b)
End seals: rubber with T-304 stainless steel
bands.
(c)
Brick: new, whole, common brick, furnished in
accordance with ASTM C32.
(d)
Mortar: one part Portland cement and two parts
fine sand. For brickwork, lime may be added to the mortar in an amount
not more than 25% of the volume of the cement. Sand shall be clean
and sharp and conform to ASTM C144. Hydrated lime shall conform to
ASTM C207. Retempered mortar or mortar which has been mixed for more
than 45 minutes shall not be used.
(e)
Mixing water: potable water, clean and free
from oil, acid, alkali, sewage, or other deleterious substances.
(g)
Sand: PDT Form 408, Section 703 Specification
for Type A Fine Aggregate.
C.
Part 3: Execution.
(1)
Performance.
(b)
Boring.
[1]
Push the pipe into the fill with a boring auger
rotating within the pipe to remove the spoil. When augers or similar
devices are used for pipe emplacement, the front of the pipe shall
be provided with mechanical arrangements or devices that will positively
prevent the auger and cutting head from leading the pipe so that there
will be no unsupported excavation ahead of the pipe. The auger and
cutting head arrangements shall be removable from within the pipe
in the event an obstruction is encountered.
[2]
The over-cut by the cutting head shall not exceed
the outside diameter of the pipe by more than 1/2 inch. The face of
the cutting head shall be arranged to provide reasonable obstruction
to the free flow of soft or poor material.
[3]
The use of water or other liquids to facilitate
casing emplacement and soil removal is prohibited.
[4]
Any method which employs simultaneous boring
and jacking or drilling and jacking for pipes over eight-inches in
diameter which does not have the above approved arrangement will not
be permitted. For pipes eight inches and less in diameter, augering
or boring without this arrangement may be considered for use only
as approved by the engineer.
(c)
Jacking.
[1]
Jacking shall be conducted without handmining
ahead of the pipe and without the use of any type of boring, augering,
or drilling equipment.
[2]
Bracing and backstops shall be so designed and
jacks of sufficient rating used so that the jacking can be progressed
without stoppage except for adding lengths of pipe.
[3]
Accurately place guide timbers on line and grade.
[4]
The vertical face of the excavation shall be
supported as necessary to prevent sloughing.
[5]
Use piling boards and bulkheads as required
if subgrade conditions in the heading are unstable.
[6]
Jacking and excavation within the pipe shall
proceed simultaneously with the ground being cut no more than two
inches above subgrade at the bottom.
[7]
The use of water or other liquids to facilitate
casing placement and spoil removal is prohibited.
[8]
If voids develop or if jacked hole diameter
is more than one inch greater than the outside diameter of the encasing
conduit, place grout to fill voids in manner approved by the regulatory
agencies.
[9]
Check conduit alignment in a manner and at times
required by engineer. Check alignment and grade at least once per
shift as the work progresses.
[10]
Completely bulkhead heading at
interruptions in jacking operation.
[11]
Completely weld joints around
the circumference between sections of steel pipe encasing.
(d)
Tunneling.
[1]
Liner plates shall be assembled in accordance
with the manufacturer's instructions.
[2]
Care shall be exercised in trimming the surface
of the excavated section in order that the steel liner plates fit
snugly against undisturbed material.
[3]
Excavation shall not be advanced ahead of the
previously installed liner plates any more than is necessary for the
installation of the succeeding liner plate.
[4]
The vertical face of the excavation shall be
supported as necessary to prevent sloughing.
[5]
At any interruption of the tunneling operation,
the heading shall be completely bulkheaded.
[6]
Unless otherwise approved by the engineer, the
tunneling shall be conducted continuously, on a twenty-four-hour basis,
until the tunnel liners extend at least three feet beyond the edge
of the shoulder or the distance specified by the permit.
(e)
Grouting.
[1]
Cement grout shall be placed under pressure
behind the liner plates to fill any voids existing between the liner
plates and the undisturbed material.
[2]
Grout holes tapped for no smaller than 1 1/2
inch pipe, spaced at approximately three feet around the circumference
of the tunnel liners, shall be provided in every third ring.
[3]
Grouting shall start at the lowest hole in each
grout panel and proceed upwards simultaneously on both sides of the
tunnel.
[4]
A threaded plug shall be installed in each grout
hole as the grouting is completed at that hole.
[5]
Grouting shall be kept as close to the heading
as possible, using grout stops behind the liner plates if necessary.
Grouting shall proceed as directed by the engineer, but in no event
shall more than six lineal feet of tunnel be progressed beyond the
grouting.
(g)
Casing spacers and end seals.
[1]
Secure spacers to the carrier pipe such that
movement along carrier pipe barrel will not occur when carrier pipe
is inserted into casing pipe.
[2]
Size spacers such that bell of the carrier pipe
does not rest on casing and adequate clearance exists at top of cradle
for ease of inserting the carrier pipe into the casing.
[3]
Placement and spacing of spacers shall be in
accordance with manufacturers recommendations or as indicated on the
drawings.
[4]
Install end seals in accordance with manufacturer's
instructions.
A.
Part 1: General.
(3)
References.
(a)
American National Standards Institute (ANSI):
[1]
ANSI/NSF 60, Drinking Water Treatment Chemicals
– Health Effects.
[2]
ANSI/NSF 61-92, Drinking Water System Components
– Health Effects.
[3]
ANSI A21.4, Cement-Mortar Lining for Cast-Iron
and Ductile-Iron Pipe and Fittings for Water.
[4]
ANSI A21.10, Gray-Iron and Ductile-Iron Fittings,
2 through 48-in., for Water and Other Liquids.
[5]
ANSI A21.11, Rubber Gasket Joints for Cast Iron
and Ductile Iron Pressure Pipe and Fittings.
[6]
ANSI A21.50, Thickness Design of Ductile-Iron
Pipe.
[7]
ANSI A21.51, Ductile-Iron Pipe, Centrifugally
Cast, in Metal Molds or Sand-Lined Molds for Water or Other Liquids.
[8]
ANSI A21.53, Ductile-Iron Compact Fittings,
3-inch through 12-inch (75 mm-300 mm) for Water and Other Liquids.
(b)
American Society for Testing and Materials (ASTM):
[1]
ASTM A48, Gray Iron Castings.
[2]
ASTM A98, Std. Spec. for Spiegeleisen.
[3]
ASTM A126, Std. Spec. for Gray Iron Castings
for Valves, Flanges and Pipe Fittings.
[4]
ASTM A240, Std. Spec. for Heat Resisting Chromium
and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure
Vessels.
[5]
ASTM A276, Std. Spec. for Stainless Steel and
Heat Resisting Steel Bars and Shapes.
(c)
American Water Works Association (AWWA):
[1]
AWWA C104, Cement-Mortar Linings for Ductile-Iron
and Gray Iron Pipe and Fittings for Water.
[2]
AWWA C105, Polyethylene Encasement for Ductile-Iron
Piping for Water and Other Liquids.
[3]
AWWA C110, Ductile-Iron and Gray-Iron Fittings,
3-in. through 48-in. for Water and Other Liquids.
[4]
AWWA C111, Rubber-Gasket Joints for Ductile-Iron
and Gray-Iron Pressure Pipe and Fittings.
[5]
AWWA C150, Thickness Design of Ductile-Iron
Pipe.
[6]
AWWA C151, Ductile Iron Pipe, Centrifugally
Cast in Metal Molds or Sand-Lined Molds, for Water or Other Liquids.
[7]
AWWA C153, Ductile-Iron Compact Fittings, 3-inch
through 12-inch (75mm through 300mm) for Water and Other Liquids.
[8]
AWWA C500, Gate Valves, 3-in. through 48-in.
NPS, for Water and Sewer Systems.
[9]
AWWA C502, Dry-Barrel Fire Hydrants.
[10]
AWWA C504, Standard for Rubber
Seated Butterfly Valves.
[11]
AWWA C509, Resilient-Seated Gate
Valves, three through 12 NPS, for Water and Sewage Systems.
[12]
AWWA C550, Protective Interior
Coatings for Valves and Hydrants.
[13]
AWWA C600, Installation of Gray
and Ductile Cast-Iron Water Mains and Appurtenances.
[14]
AWWA C651, Disinfecting Water
Mains.
(4)
Submittals.
(a)
Shop drawings and product data. Furnish completely
dimensioned shop drawings, cuts or other data as required to provide
a complete description of pipe and piping specialties.
(b)
Certificates: Certified records or reports of
results of shop tests, such records or reports to contain a sworn
statement that shop tests have been made as specified.
(5)
Quality assurance.
(a)
Source quality control.
[1]
Shop tests and inspection. All materials furnished
by the contractor shall be certified by the supplier for compliance
with the pertinent specifications. Shop inspections and testing may
be required. The cost of shop testing shall be borne by the supplier
or the contractor.
(b)
All pipe and appurtenances shall be furnished,
installed, and tested for defects in material and/or workmanship in
the manner specified and in the presence of and as approved by the
Borough.
(c)
Disposition of defective material. All material
found during the progress of the work, either before or after installation,
to have cracks, flaws, or other defects will be rejected. All defective
materials furnished by the contractor shall be promptly removed from
the site at no cost to the owner.
(6)
Delivery, storage and handling.
(a)
Replacement of damaged material.
[1]
The contractor shall replace, at no cost to
the owner, all material found defective in manufacture or damaged
in handling after delivery by the manufacturer. This shall include
the furnishing of all materials and labor required for replacement
of installed material.
[2]
Materials furnished by the owner that become
damaged after acceptance by the contractor will be replaced by the
contractor at no cost to the owner.
(b)
Responsibility for safe storage. The contractor
shall be responsible for the safe storage of all materials intended
for the work, until incorporated in the project. The interior of all
pipe, fittings and other accessories shall be kept free from dirt
and foreign matter at all times. All equipment and materials subject
to damage from freezing shall be drained and stored in a manner which
will protect them.
(c)
Hauling: All materials furnished by the contractor
shall be delivered and distributed at the site by the contractor.
(d)
At site of work. In distributing the material,
at the site of the work, each piece shall be unloaded opposite or
near the place where it is to be laid in the trench or as otherwise
directed by the Borough. Under no circumstances should lawns, grass
plots or other private property be used for this purpose without the
consent of the property owner.
(e)
Care of pipe lining. Pipe shall be handled so
the lining will not be damaged. If, however, any part of the lining
is damaged, the repair shall be made by the contractor, at no cost
to the owner, in a manner satisfactory to the Borough.
(7)
Environmental requirements.
(a)
Chemicals or materials which may come in contact
with or affect the quality of water and are used in the construction,
treatment processes, containment or conveyance of public water supply
systems shall be certified for conformance with ANSI/NSF Standards
60 and 61.
(b)
Submit certificate of conformance with ANSI/NSF
Standards 60 and 61 with product data submittals.
B.
Part 2: Products.
(1)
Materials.
(a)
General. All materials shall be new and manufactured
within two years prior to date of installation.
(b)
Ductile iron pipe (cement lined): AWWA/ANSI
C151/A21.51 and AWWA/ANSI C150/A21.50 (three inches to 54 inches).
[1]
Wall thickness: Class 52, except as may be required
for flanged pipe or restrained joints, use Class 53.
[2]
Pipe for railroad crossings shall be Class 56.
[4]
Fittings: gray iron or ductile iron AWWA/ANSI
C110/A21.10 or ductile iron compact fittings AWWA/ANSI C153/A21.53.
All fittings shall have a minimum pressure rating of 250 psi and shall
have cement lining and joints as required for pipe restraint.
[5]
Joints: push-on type or mechanical joint type
in accordance with AWWA/ANSI C111/A21.11, for all pipe except at changes
in alignment, valves or other conditions requiring pipe restraint
or as noted on the drawings.
[a]
If restrained joints are utilized
for pipe anchorage, they shall be TR Flex as manufactured by U.S.
Pipe; Super-Lock as manufactured by Clow; Lok-Fast as manufactured
by American Pipe; Locked mechanical joint as manufactured by Atlantic
States; Snap Lok as manufactured by Griffin or equal.
[b]
Adequate tie-rods where called
for on the drawings must be provided to develop full joint restraint
and must extend to the adjacent fitting or joint as approved by the
National Board of Fire Underwriters No. 24, "Standard for Outside
Protection."
[c]
Restrained mechanical joint retainer
glands shall not be used.
(c)
Gate valves.
[1]
Provide valves of nonrising stem type when installed
underground.
[2]
Provide valves of rising stem type except when
installed underground or otherwise indicated on the drawings.
[3]
Valve stuffing box of such design that valve
can be packed under pressure when in fully open position.
[4]
Valves three inches through 12 inches in diameter:
[6]
Acceptable manufacturers: Mueller or equal.
(d)
Air release valves.
[1]
The air release valve shall be of the float-operated,
compound-leverage type, stainless steel construction conforming to
ASTM A240 and A276, and capable of automatically releasing accumulated
air from a fluid system while that system is in operation and under
pressure. The body and trim shall be cast-iron construction conforming
to ASTM A48, Class 35.
[2]
To assure drop tight shutoff, a viton orifice
button having an adjustable feature shall be used to seal the valve
discharge orifice. The orifice diameter must be sized for use within
a given operating pressure range to ensure maximum discharge capacity.
[3]
The float shall be of all stainless steel construction
and capable of withstanding a pressure of 1,000 psi, conforming to
ASTM A240.
[4]
Acceptable manufacturers: APCO, ValMatic, GA
Industries, or equal.
(e)
Combination air valve.
[1]
The valve shall be of the float-operated, compound-leverage
type, stainless steel construction conforming to ASTM A240 and A276
and capable of automatically releasing accumulated air from a fluid
system while that system is in operation and under pressure and allowing
air to reenter during the draining of the system or when a negative
pressure occurs. The body and trim shall be cast-iron construction
conforming to ASTM A48, Class 35.
[2]
To assure drop tight shutoff, a viton orifice
button having an adjustable feature shall be used to seal the valve
discharge orifice. The orifice diameter must be sized for use within
a given operating pressure range to ensure maximum discharge capacity.
[3]
The float shall be of all stainless steel construction
and capable of withstanding a pressure of 1,000 psi, conforming to
ASTM A240.
[4]
Acceptable manufacturers: APCO, ValMatic, GA
Industries, or equal.
(g)
Tapping sleeve and valve. Provide tapping valve
and sleeve of sizes indicated on the drawings and designed to operate
at a working pressure of 150 psi unless otherwise indicated.
(h)
Tapping saddle and valve. Provide saddle and
valve of sizes indicated on drawings and designed to operate at a
working pressure of 150 psi unless otherwise indicated.
(i)
Fire hydrants. Shall be cast-iron body, fully
bronze mounted, suitable for a working pressure of 150 psi, and shall
conform to AWWA Standard C502, latest revision. Hydrants shall be
constructed in a manner permitting withdrawal of internal working
parts without disturbing the barrel or casing. Valve, when shut, shall
be reasonably tight when upper portion of barrel is broken off. Valve
opening shall be at least 5 1/4 inches in diameter, with net
area of waterway at smallest, with valves wide open, not less than
120% of valve opening. Each hydrant shall be shop tested to hydrostatic
pressure of 300 pounds per square inch with valve in both open and
closed positions.
[1]
The standpipe shall be connected to the ground
line either by a frangible coupling or by flanges with frangible cast-iron
bolts. The main valve rod at the ground line shall be connected employing
a frangible coupling. Hydrants shall be provided with an O-ring type
seal plate. The seal plate shall be fitted with at least two O-rings.
The lower O-ring shall serve as the pressure seal and the upper O-ring
as a combined dirt and moisture seal.
[2]
The main valve shall open left with the direction
of opening cast on head of hydrant. Hose nipples shall be bronze or
noncorrosive metal, and threads shall be in accordance with specifications
of the local fire marshal. Nipple caps shall be securely chained in
the barrel. The hydrant shall be currently dated.
[3]
Hydrants shall be painted one coat of red lead
paint and two finishing coats of an approved paint of color as directed
by the Borough, after their installation. Hydrants shall be Mueller
Super Centurion 200 Model No. A-423.
(j)
Valve boxes. For valves two inches and larger,
provide Buffalo Style adjustable roadway type constructed of cast
iron with a shaft provided with screw type or sliding type extension
pieces and either round or oval detachable base. Valve boxes shall
have a 5 1/4-inch shaft for two-inch through three-inch valves
and a seven-inch shaft for valves larger than three inches. Box shall
have a plug lid fitting into a recessed seat. The lid shall have the
word "WATER" cast on the top surface. All parts of the box shall be
of gray iron, free from cold shuts and blow holes and shall be painted
with black bituminous paint. Valve boxes shall be set at or above
the surface of the adjoining ground or roadway and shall be provided
for all buried valves. The valve box shall have an adjustable range
up to six inches above grade.
(k)
Curb boxes. Curb boxes shall be cast-iron extension
type. All parts of the box shall be of gray iron, free from cold shuts
and blow holes and shall be painted with black bituminous paint. Extension
range to be 42 inches to 60 inches. Curb boxes are to be used on curb
stops less than two-inch. Curb boxes shall be No. 94E, Series 6500,
as manufactured by Tyler. The contractor shall provide box heights
as required for existing services.
(l)
Meter boxes. Meter boxes shall be 0.30 inch
minimum rigid PVC shell type, white in color. Meter mounts on a raisable
platform. Coils of polybutylene pipe connect the meter to the service
line and allow the platform to be raised. The meter box shall be provided
with an inlet and outlet angle meter stop with lockwing and a closed
cell insulating pad. Meter boxes shall be a Mueller/McCullough Thermal-Coil
as manufactured by Mueller.
(m)
Polyethylene encasement for ductile iron pipe
shall be in accordance with AWWA C105.
(n)
Water service lines: one-inch or 3/4-inch diameter
copper tubing conforming to ASTM B88, "Type K."
(o)
Corporation cocks, curb stops and unions shall
be brass, copper service compression type of the size shown on the
plans or directed by the Borough. Fittings shall be manufactured by
Mueller Company Model Nos. H-15008 for corporations, H-15209 for curb
stops, and H-15403 for unions, respectively.
(p)
Fittings for copper tubing.
[1]
Fittings for use with copper tubing installed
underground shall be of the flared or compression type and shall conform
to the requirements of ANSI Standard B16.26, Brass Fittings for Flared
Copper Tubes. Fittings for copper tube installed in exposed locations
shall be 125-pound bronze screwed fittings, conforming to the requirements
of ANSI Standard B16.15, or 250-pound fittings, conforming to the
requirements of ANSI Standard B16.17.
[2]
Acceptable manufacturers: Mueller or equal.
(r)
Plugs and caps shall be of the same material
as the pipe on which it is installed.
(s)
Tie-rods, nuts, and washers utilized for anchorage
shall be Type 304 stainless steel.
C.
Part 3: Execution.
(2)
Pipe installation.
(a)
General. All pipe shall be laid and maintained
to the required lines and grades with fittings and valves at the required
locations, spigots centered in bells, and all valves plumb.
(b)
Construction control. During the installation
of a water main, the pipe shall be laid at a constantly increasing
grade to each high point, air release manhole, or point of discharge.
The contractor shall provide sufficient construction control to assure
that there are no sags or loss in grade in the force main which could
tend to accumulate air. Failure to comply with this requirement shall
necessitate the contractor take remedial steps to correct this situation.
All such costs shall be borne by the contractor.
(c)
Caution in excavation. The contractor shall
proceed with caution in the excavation and preparation of the trench
so that the exact location of underground facilities, both known and
unknown, may be determined and shall be held responsible for the repair
of such facilities when broken or otherwise damaged.
(d)
Subsurface explorations. Whenever, in the opinion
of the Borough, it is necessary to explore and excavate to determine
the location of existing underground facilities, the contractor shall
make explorations and excavations for such purposes. The contractor
will be compensated for additional work at the applicable unit price
bid for miscellaneous unclassified excavation.
(e)
Depth of pipe. All pipe shall be laid to a minimum
depth of four feet from grade to the crown of pipe, unless otherwise
approved by the Borough.
(f)
Separation of water mains, sanitary sewers and
storm sewers:
[1]
Parallel installation. Water mains shall be
laid at least 10 feet horizontally from any existing or proposed sewer.
The distance shall be measured edge to edge. In cases where it is
not practical to maintain a ten-foot separation, deviations may be
allowed, if approved in writing by the Borough. Such deviation may
allow installation of the water main closer to a sewer, provided that
the water main is laid in a separate trench or on an undisturbed earth
shelf located on one side of the sewer at such an elevation that the
bottom of the water main is a least 18 inches above the top of the
sewer.
[2]
Crossings. Whenever water mains must cross building
drains, storm drains, or sanitary sewers, the water main shall be
laid at such an elevation that the bottom of the water main is 18
inches above the top of the drain or sewer. This vertical separation
shall be maintained for the portion of the water main located within
10 feet horizontally of any sewer or drain it crosses. The 10 feet
is to be measured as a perpendicular distance from the drain or sewer
line to the water line.
[a]
Where water mains must cross under
a sewer, additional protection shall be provided by:
[i]
A vertical separation of at least
18 inches between the bottom of the sewer and the top of the water
line.
[ii]
Adequate structural support for
the sewers to prevent excessive deflection of the joints and the settling
on and breaking of the water line.
[iii]
That the length of the water
line be centered at the point of the crossing so that the joints shall
be equidistant and as far as possible from the sewer.
[b]
If any of the above conditions
cannot be met, polyethylene encasement may be utilized and installed
per AWWA C105 Specifications, Method A or B. The encasement shall
extend 10 feet in each direction from the crossing measured perpendicular
to the sewer or storm drain. The encasement shall be installed in
a single piece at each crossing.
(g)
Handling of pipeline materials into trench.
Proper implements, tools and facilities satisfactory to the Borough
shall be provided and used by the contractor for the safe and convenient
prosecution of the work. All pipe, fittings, valves, etc., shall be
carefully lowered into the trench piece by piece by means of a derrick,
ropes, or other suitable tools or equipment, in such a manner as to
prevent damage to pipeline materials, protective coatings and linings.
Under no circumstances shall such materials be dropped or dumped into
the trench.
(h)
Hammer test. The pipe and fittings shall be
inspected for defects and, while suspended above grade, be rung with
a light hammer to detect cracks.
(i)
Cleaning pipe and fittings. All lumps, blisters,
and excess coal tar coating shall be removed from the bell and spigot
end of each pipe, and the outside of the spigot and the inside of
the bell shall be wire-brushed and wiped clean and dry and free from
oil and grease before the pipe is laid.
(j)
Laying pipe. Every precaution shall be taken
to prevent foreign material from entering the pipe while the pipe
is being placed in the trench. If the pipelaying crew cannot put the
pipe into the trench and in place without allowing earth into it,
the Borough may require that before lowering the pipe into the trench,
a heavy, tightly woven canvas bag of suitable size shall be placed
over each end and left there until the connection is to be made into
the adjacent pipe. During laying operations, no debris, tools, clothing,
or other material shall be placed in the pipe.
[1]
After placing a length of pipe in the trench,
the spigot end shall be centered in the bell or coupling and the pipe
forced home and brought to correct line and grade. The pipe shall
be secured in place with approved backfill material tamped under it
except at the joints. Pipe and fittings which do not allow a sufficient
and uniform space for joints shall be removed and replaced with pipe
and fittings of proper dimensions to insure such uniform space.
[2]
Precautions shall be taken to prevent dirt from
entering the joint space.
[3]
At times when pipelaying is not in progress,
the open ends of pipe shall be closed by a watertight plug or other
means approved by the Borough. This provision shall apply during the
noon hour as well as overnight. If water is in the trench, the seal
shall remain in place until the trench is pumped completely dry.
(k)
Cutting pipe. The cutting of pipe for inserting
valves, fittings or closure pieces shall be done in a neat and workmanlike
manner, without damage to the pipe, so as to leave a smooth end at
right angles to the axis of the pipe.
(l)
Bell ends to face direction of laying. Bell
and spigot pipe shall be laid with bell ends facing in the direction
of laying, unless directed otherwise by the Borough.
(m)
Permissible deflection of joints. If deflection
is required, make after joint is assembled. The amount of deflection
shall not exceed the maximum limits as specified in the AWWA Standard
C600. Restrained joints must be capable of being deflected up to the
maximum limits as specified in the AWWA Standard C600, for push-on
type joints.
(n)
Unsuitable conditions for laying pipe. No pipe
shall be laid in water or when, in the opinion of the Borough, trench
conditions are unsuitable.
(o)
Variations: The Borough reserves the right to
vary the line and/or grade from that shown on the drawings for the
pipelines and manholes and to vary the location of fittings, valves
and hydrants when such changes may be necessary or advantageous.
(3)
Pipe jointing.
(a)
Jointing ductile iron pipe.
[1]
Mechanical joints. The spigot end of the pipe
shall be centrally located in the bell so that the rubber gasket is
evenly seated.
[a]
All loose rust or foreign matter
shall be removed from the inside surfaces of the bell and outside
surface of the spigot prior to assembly. Bolts shall be tightened
uniformly with a ratchet wrench so as to effect the joint seal. The
normal range of bolt torques to be applied are:
|
Bolt Size
(inches)
|
Torque
(foot-pounds)
| |
|
5/8
|
45 to 46
| |
|
3/4
|
75 to 90
| |
|
1
|
100 to 120
| |
|
1 to 1/4
|
120 to 150
|
[b]
If effective sealing is not attained
at the maximum torque indicated above, the joint shall be disassembled
and reassembled after thorough cleaning.
[2]
Push-on type joints. The joint shall be assembled
as recommended by the manufacturer so as to effect the joint seal.
(4)
Setting fittings and valves.
(b)
Valve boxes and valve pits. A cast-iron valve
box shall be provided for every valve as shown on the plans. The valve
box shall not transmit shock or stress to the valve and shall be centered
and plumb over the wrench nut of the valve, with the box cover flush
with the surface of the finished pavement or such other level as may
be directed.
(5)
Setting hydrants.
(a)
Location. Hydrants shall be located as shown
on the plans or as directed by the Borough.
(b)
Position. All hydrants shall stand plumb and
shall have their nozzles parallel with or at right angles to the curb,
with the pumper nozzle facing the curb. Hydrants shall be set to the
established grade, with the nozzles at least 12 inches above the ground,
and the frangible ring of the hydrant shall be two inches above the
ground.
(c)
Hydrant drainage in pervious soil. Wherever
a hydrant is set in soil that is pervious, drainage shall be provided
at the base of the hydrant by placing crushed stone as shown on the
drawings, assuring that the hydrant drain hole is clear.
(d)
Hydrant drainage in impervious soil. Wherever
a hydrant is set in clay or other impervious soil, a drainage pit
two feet in diameter and three feet deep shall be excavated below
each hydrant and filled completely with crushed stone, under and around
the elbow of the hydrant and to a level of six inches above the waste
opening, assuring that the hydrant drain hole is clear.
(6)
Anchorage.
(a)
Anchorage for bends. All tees, plugged crosses,
and bends deflecting 11.25° or more on mains six inches in diameter
or larger shall be provided with thrust blocking or restrained joints
to prevent movement. Suitable metal rods shall be used only as shown
on the plans or directed by the Borough. All dead-end valves shall
be rodded to main line with 3/4-inch threaded tie-rods if thrust blocking
or a restrained joint is not utilized. Mechanical joint retainer glands
or duck lugs shall not be used. All tie-rods, nuts and washers utilized
for anchorage shall be Type 304 stainless steel.
(b)
Thrust blocking. Blocking shall be placed between
solid ground and the fitting to be anchored; the area of bearing on
the pipe and on the ground in each instance shall be as shown on the
plans or directed by the Borough. The blocking shall, unless otherwise
shown or directed, be so placed that the pipe and fitting joints will
be accessible for repair.
(c)
Metal harness. Metal harness of tie-rods of
adequate strength to prevent movement shall be used where shown on
the drawings. Steel rods or clamps shall be Type 304 stainless steel.
(7)
Concrete encasement.
(a)
Preparation. Prior to the formation of the cradle
or encasement, temporary supports consisting of solid concrete bricks
or cap blocks shall be used to support the pipe in place. Temporary
supports shall have minimum dimensions and shall support the pipe
at not more than two locations, one at the bottom of the barrel of
the pipe adjacent to the shoulder of the socket, and the other near
the spigot end.
(b)
Placing. After jointing of the pipe has been
completed, concrete shall be uniformly poured beneath and on both
sides of the pipe.
[1]
Placement shall be done by the use of suitable
equipment.
[2]
The concrete shall be wet enough during placement
to permit its flow, without excessive prodding, to all required points
around the pipe surface.
[3]
The width of encasement shall be such as to
fill completely the trench width. In case of extremely wide trenches,
concrete encasement may be confined above the top of the pipe to a
narrower width, but in no case shall it be less than the width of
trench required for the size of pipe being used.
[4]
Before depositing concrete, the space within
the limits of the pour shall have been cleared of all debris and water.
[5]
Water shall not be allowed to rise adjacent
to, or flow over, concrete deposited for less than 24 hours.
[6]
Concrete shall be protected from the direct
rays of the sun and kept moist by a method acceptable to the Borough
for a period of seven days or until backfilling is begun.
[7]
In no case shall backfilling begin within 36
hours of the time of placing. The Borough shall have strict control
of the rate of backfilling.
(8)
Casing cradle.
(a)
Install casing cradle as detailed on the drawings
and at locations indicated.
(b)
Secure cradle to the carrier pipe such that
movement along carrier pipe barrel will not occur when carrier pipe
is inserted into casing pipe.
(c)
Size cradle such that bell of the carrier pipe
does not rest on casing and adequate clearance exists at top of cradle
for ease of inserting the carrier pipe into the casing.
(d)
Placement and spacing of cradles shall be in
accordance with manufacturers recommendations or as indicated on the
drawings.
(e)
Encasing conduit, filling and closing.
[1]
After the pipe has been installed in the encasing
conduit and has been tested, fill the encasing conduit with 1/4-inch
clean stone chips or Type A sand.
[2]
Close one end of encasing conduit with brick
and mortar before filling encasing conduit. Close other end of encasing
conduit with brick and mortar after filling encasing conduit or as
operation dictates.
(9)
Water service line installation.
(a)
For all water service lines crossing less than
half of the paved cartway, excavate trench to the line and grade shown
on the contract documents and as specified.
(b)
All services which must cross more than half
of the paved cartway shall be bored with an auger or pushed through
a drive pipe. (The drive pipe may be removed when the service is installed.)
Where rock or other obstructions are encountered, the location of
the service line may be moved as much as is necessary with the Borough's
approval, but the service lines must be extended along the roadway
so as to place the curb boxes at the proper locations. Should it be
impossible to push or drive any service line under the roadway, the
contractor shall make such excavations as necessary with approval
of PA DOT in all state rights-of-way and with the Borough's approval
in all other rights-of-way.
(c)
Screw corporation stops directly into a tapped
and threaded ductile iron main as indicated on drawings. Locate corporation
stops at least 12 inches apart longitudinally and staggered.
(d)
Use proper seals or other devices to ensure
that no leaks are left in the water mains at the points of tapping.
Do not backfill and cover the service connection until approved by
the Borough.
(e)
Use bends to connect the service pipe or tubing
to the tapping fitting or corporation stops to provide flexibility
to counteract the effects of settlement or expansion/contraction in
the line.
(f)
All water service lines or portions thereof
installed by open cut shall be bedded and backfilled with sand six
inches below, 12 inches each side, and 18 inches over the service
line.
(g)
Lay each section of the service line in a manner
to form a tight joint with the adjoining section. Avoid offsets, kinks
or awkward bends to ensure a smooth flow line.
(h)
Unions shall be utilized at water service joints.
Joints shall be a minimum of 100 feet between.
(i)
When the work is not in progress and at the
end of each workday, securely plug the ends of pipe and fittings to
prevent any dirt or foreign substances from entering the lines.
(j)
The contractor shall install all services to
the edge of the rights-of-way at the locations as directed by the
Borough. Where service lines exist adjacent to and outside of the
right-of-way, contractor shall connect the new service line to the
existing, unless otherwise directed by the Borough.
(k)
New services which are not to be connected to
existing services shall be permanently capped at the right-of-way
line.
(l)
Where services are required to be removed or
broken into for the making of new connections, the work should be
done in such a manner as to prevent damage to the remaining work and
in an expedient manner to minimize the time that the property owner
will be disconnected from the service. Wherever existing work is damaged
in making such connections or removals, the contractor will be responsible
for the replacement of the damaged section. Existing piping, once
removed, shall not be permitted to be reused unless specifically directed
in writing by the Borough. Where parts of existing systems are altered,
the remaining system shall be properly reconnected as required for
proper operation.
(m)
When existing service lines are to be removed
or broken into for the making of new connections and the existing
service being severed is still attached to an active main, the contractor
shall be responsible for locating said connections to the existing
main and make all necessary repairs to disconnect the service from
the existing water main. The contractor shall submit to the Borough
a description and list of material he proposes to use in such a repair.
Approval from the Borough shall be obtained before using the preceding
method of repair.
(n)
Unless otherwise directed, materials resulting
from removal operations of service connections shall become the property
of the contractor and shall promptly be removed from the project at
no expense to the Borough.
(o)
Provisions for service pipes.
[1]
Every service pipe must be provided with a ball
valve, water meter, backflow preventer, and ball valve, respectively.
These shall be installed on the inside of the cellar or foundation
wall, adjacent to the location where the pipe passes through it, and
shall be easily accessible and fully protected from freezing.
[2]
The water meter will be supplied by the Borough.
(p)
When pressures exceed 80 psi, the applicant
shall, at his own expense, install and maintain on the house side
of the meters pressure regulation valves meeting Borough specifications.
(10)
Field quality control.
(a)
Hydrostatic tests.
[1]
Pressure test. After the pipe has been laid
and backfilled as specified, all newly laid pipe, or any valved section
thereof, shall be subjected to a hydrostatic pressure of 150 pounds
per square inch or 50% in excess of the normal working pressure, whichever
is greater. Where any section of a main is provided with concrete
reaction backing, the hydrostatic pressure test shall not be made
until at least five days have elapsed after the concrete reaction
backing was installed. If high early strength cement is used in the
concrete reaction backing, the hydrostatic pressure test shall not
be made until at least two days have elapsed.
[a]
Duration of test shall be at least
two hours.
[b]
Procedure. Each section of pipe
shall be slowly filled with water 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 Borough. The pump, pipe connections, and all necessary apparatus,
including gauges, shall be furnished by the contractor and are subject
to approval by the Borough. The contractor will make all taps into
the pipe and furnish all necessary assistance for conducting the tests.
The contractor shall supply either a container calibrated in 0.1 gallon
increments or a laboratory certified calibrated water meter accurate
to 0.1 gallon.
[c]
Expelling air before test. Before
applying the specified test pressure, all air shall be expelled from
the pipe. If permanent air vents are not located at all high points,
the contractor shall make the necessary taps at such points before
the test is made. After the test has been completed, the contractor
shall remove and plug the taps or leave them in place at the direction
of the Borough.
[d]
Examination under pressure. Any
cracks or defective pipes, fittings, or valves discovered in consequence
of this pressure test shall be removed and replaced by the contractor
with sound material, and the test shall be repeated until satisfactory
to the Borough.
[e]
Test pressure variations. Test
pressures shall not vary by more than +5 psi for the duration of the
test.
[f]
Saturation of cement lining. It
is good practice to fill the pipeline to be tested 24 hours in advance
of the test to allow the cement lining of the pipe to become saturated.
[2]
Leakage test. A leakage test shall be conducted
concurrently with the pressure test. The contractor will furnish laboratory-calibrated
test gauge and measuring device and all necessary assistance to conduct
the test.
[a]
Leakage definition. "Leakage" is
defined as the quantity of water that must be supplied into the newly
laid pipe, or any section thereof, to maintain pressure within 5 psi
of leakage test pressure after the pipe has been filled with water
and the air expelled.
[b]
Permitted leakage. No pipe installed
will be accepted until the leakage is less than the number of gallons
per hour as determined by the formula:
 | |
|
in which "L" equals the allowable leakage in
gallons per hour; "S" is the length of pipeline 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.
(The allowable leakage according to the formula is equivalent to 11.65
U.S. gallons per 24 hours per mile of pipe per inch nominal diameter,
for pipe in 18-foot lengths evaluated on a pressure basis of 150 psi.)
When testing against closed metal seated valves, an additional leakage
per closed valve of 0.0078 gallon per hour per inch of nominal valve
size shall be allowed. There shall be no additional leakage allowed
for service connections.
|
[i]
The Borough will record both the
makeup water and pressure at 1/2-hour intervals during the test period.
[ii]
Should any test of pipe laid disclose
leakage greater than that specified above, the contractor shall, at
his own expense, locate, repair, and replace the defective joints,
pipe, or fittings until the leakage is within the specified allowance.
[3]
Common requirements.
[a]
Borough presence. The Borough shall
monitor the pressure and leakage tests. The contractor shall notify
the Borough of the test day at least 48 hours in advance.
[b]
The Borough shall be present during
the operating of valves required to fill mains for pressure and leakage
tests.
[c]
If test fails to meet test requirements,
the contractor shall pay for all additional Borough personnel testing
time.
[d]
Where multiple sections are tested,
the allowable loss shall be limited to the loss for the smallest main
line valve section or 1,000 feet, whichever is less, unless otherwise
approved by the Borough.
[e]
Weather. No testing will be authorized
unless air temperature is 35° F. or higher.
[f]
Hydrants. When hydrants are in
the test section, the test shall be made against the closed hydrant.
[4]
If the test is applied against an existing valve
and the contractor has determined that said valve is passing, the
contractor shall excavate the valve at his expense so the owner or
his designated representative can sound valve. In addition to the
sound test, test section shall be valved off and system pressure applied.
The Borough will observe pressure for 24 hours. This section should
remain at system pressure if valve is passing.
(11)
Disinfection.
(a)
General: After completion of satisfactory pressure
and leakage testing, disinfect the water pipelines in accordance with
the recommended practice established in AWWA Standard C651. Conduct
water line disinfection in the following steps:
(b)
Preliminary flushing. Prior to disinfection,
except when the tablet method is used, fill the line to eliminate
air pockets and flush the line at a rate of flow of 2.5 feet per second
to remove particulates. Refer to AWWA C651 for rate of flow to produce
2.5 fps in pipe of various sizes. The Borough shall be notified at
least 24 hours in advance of any flushing operation. The Borough shall
be present during the operating of valves required to fill mains.
Flushing shall be monitored by the Borough. Dispose of flushing water.
(c)
Chlorine form. The chlorine form to be applied
to the system shall be either chlorine gas solution, calcium hypochlorite
or sodium hypochlorite. The Borough's written approval of the chlorine
form to be used is required.
(d)
Chlorine application.
[1]
Continuous feed method.
[a]
The continuous feed method consists
of placing calcium hypochlorite granules in the main during construction.
Completely fill the main to remove air pockets, flush to remove particulates,
and fill the main with potable water chlorinated so that after a twenty-four-hour
holding period in the main there will be a free chlorine residual
of not less than 10 mg/L.
[b]
At a point not more than 10 feet
downstream from the beginning of the new main, feed water and chlorine
to the line at a constant rate such that the water will have not less
than 25 mg/L free chlorine. Chlorine application shall not cease until
the entire line is filled with heavily chlorinated water.
[c]
During chlorine application, take
precautionary measures to prevent the concentrated treatment solution
from flowing back into the existing distribution system and/or supply
source.
[2]
Tablet method.
[a]
The tablet method consists of placing
calcium hypochlorite granules and tablets in the water main as it
is being installed and then filling the main with potable water when
installation is completed.
[i]
NOTE: Since the preliminary flushing
step must be eliminated, this method may be used only when scrupulous
cleanliness has been exercised and only with approval of the Borough.
It shall not be used if trench water or foreign material has entered
the main or if the water temperature is below 41° F.
[b]
During construction, place calcium
hypochlorite granules at the upstream end of the first section of
pipe, at the upstream end of each branch main, and at 500 feet intervals.
Refer to AWWA C651 for quantity of granule to be used.
[i]
WARNING: This procedure must not
be used on solvent welded plastic pipe or in screwed joint steel pipe
because of the danger of fire or explosion from the reaction of the
joint compounds with the calcium hypochlorite.
[c]
During construction, place a sufficient
number of 5 g calcium hypochlorite tablets in each section of pipe,
in hydrants, hydrant branches, and other appurtenances to obtain a
minimum of 25 mg/L available chlorine. Attach tablets to the crown
of pipe sections with adhesive (Permatex No. 1). Apply adhesive only
to the broad side of the tablet next to the pipe surface. Refer to
AWWA C651 for the proper number of 5 g calcium hypochlorite tablets
required.
[d]
When pipeline installation is completed,
fill the main with water at a maximum velocity of one foot per second.
This water shall remain in the pipe for at least 24 hours. Manipulate
valves so that the chlorine solution does not flow back into the line
supplying the water.
[3]
During the twenty-four-hour treatment, operate
all valves, curb stops, and hydrants in the section treated.
[4]
At the completion of the twenty-four-hour treatment,
the treated water in all portions of the main shall have a residual
of not less than 10 mg/L free chlorine.
[5]
Repeat the disinfection process until the minimum
available chlorine is present at the end of the treatment sequence.
The tablet method cannot be used in these subsequent disinfections.
No additional compensation will be provided the contractor for repeat
treatment or testing.
(e)
Final flushing. Within 24 hours after chlorination,
flush the heavily chlorinated water from the system under treatment
until the chlorine concentration in the water leaving the system is
no higher than that generally prevailing in the system or is acceptable
for domestic use. Notify the Bureau of Water Superintendent or Borough
at preliminary flushing.
(f)
Disposing of heavily chlorinated water. It shall
be the contractor's sole responsibility to dispose of the chlorinated
water in a manner acceptable to the Pennsylvania Department of Environmental
Protection. If it is determined that the chlorinated discharge will
cause damage to the environment or to sanitary treatment facilities,
then a neutralizing agent using one of the chemicals listed below
shall be applied as per Table A to the water to be wasted to neutralize
thoroughly the chlorine residual remaining in the water.
|
Table A
| |||||
|---|---|---|---|---|---|
|
Pounds of Chemicals Required to Neutralize
Various
Residual Chlorine Concentrations in 100,000
Gallons of Water
| |||||
|
Residual Chlorine Concentration
(mg/1)
|
Sulfur Dioxide SO2
|
Sodium Bisulfite NaHSO3
|
Sodium Sulfite
|
Sodium Thiosulfate Na2S2O35H20
| |
|
1
|
0.8
|
1.2
|
1.4
|
1.2
| |
|
2
|
1.7
|
2.5
|
2.9
|
2.4
| |
|
10
|
8.3
|
12.5
|
14.6
|
12.0
| |
|
50
|
41.7
|
62.6
|
73.0
|
60.0
| |
(g)
Bacteriological testing.
[1]
After final flushing is completed and before
the water main is placed in service, test the line for bacteriologic
quality.
[2]
Collect a minimum of one sample at the end of
each line for each test and one sample of the incoming water from
the existing water system for comparison.
[3]
Collect samples in sterile bottles treated with
sodium thiosulfate.
[4]
Sampling tap shall consist of corporation stop
installed in the main with copper tube gooseneck assembly. No hose
or fire hydrant shall be used to collect samples.
[5]
Provide bacteriological test reports to the
Borough. Failure to meet state health standard requirements will be
cause for the contractor to rechlorinate and retest the system, at
no additional cost.
[6]
No section of water main shall be approved to
be put into service until satisfactory bacteriological test reports
for that section have been submitted to the Borough.
[7]
The Borough reserves the right to test the water
at any time prior to final acceptance of the work and, if found unsafe
bacteriologically, to require the contractor to rechlorinate the system.
(12)
Water service.
(a)
Temporary services. In the event it is necessary
to interfere with any services, temporary lines shall be installed
by the contractor at his expense. Delays resulting in residences or
businesses having to go overnight or for longer periods without utilities
due to the neglect of the contractor may be remedied by the utility
at the contractor's expense without written notice.
