Sewers in the Town of Fishkill shall be designed in accordance
with the latest editions of the Recommended Standards for Sewage Works,
NYSDEC Standards for Waste Treatment Works and other published requirements
of the NYSDEC and the Dutchess County Department of Health, unless
otherwise approved by the Superintendent.
A.
General. In addition to the requirements of the Dutchess County Department
of Health and NYSDEC, these specifications shall be used for construction
of sewers within the Town of Fishkill, including the public sewers
within the streets and on rights-of-way, the building sewers and the
necessary structures such as manholes, pump stations and appurtenances.
These specifications shall be considered to be minimum acceptable
standards for construction.
B.
ASTM
OWNER'S ENGINEER
Definitions. In addition to Article I of this chapter, the following terms shall have the meanings indicated:
The numbered specifications of the American Society for Testing
and Materials, as revised at the time design is approved.
The engineer of record with reference to the sanitary sewer
system.
C.
Permits. The owner shall obtain such permits as are necessary for
the opening of streets, sewer design, building permits and such others
as are required by local law. These shall be obtained prior to the
start of construction and at no cost to the Town. The owner shall
be responsible for payment of all fees required by such local laws.
D.
Notice of construction.
(1)
The Town shall be notified at least 48 hours (two workdays) in advance
of the start of construction.
(2)
It is required by state law that every contractor doing excavation
or demolition work must contact each utility owner to determine the
location of their facilities at least 48 hours (two workdays) in advance
of the planned excavation or demolition. Call the Underground Utilities
Call Center at 1-800-245-2828:
(3)
In addition, notification in writing is required at least five normal
working days before work is begun within 10 feet of any live overhead
power line or before any excavation work is performed which might
contact or disturb a live underground power line.
E.
Quality and suitability. All materials becoming a part of the permanent
construction, as called for on the approved drawings and in the specifications,
shall be first class in every respect and subject to the approval
of the Superintendent, who shall be the sole judge of their quality
and suitability for the purposes that they are to be used. If any
material brought on the site for use in the work is condemned by the
Superintendent after arrival at the site as unsuitable or not in conformity
with the specifications, the owner shall immediately remove such materials
from the construction site at no cost to the Town.
F.
Approved drawings. Approved drawings shall consist of a set of plans
and profiles prepared by the owner's engineer and submitted to the
Town for review and approval as to conformity with the basic municipal
sewer plan and the specifications. The Superintendent's approval shall
be affixed to the drawings, and a copy of such approved drawings shall
be on the construction site at all times. No deviation shall be made
from the line and grade shown on the approved drawings, except by
written authorization of the Superintendent.
G.
As-built drawings. The owner's engineer shall provide the Town with
a revised set of permanent reproducible drawings showing the as-built
location, sizes and elevations of sewers, manholes, building sewers,
building sewer terminations and easements, together with such legal
descriptions as are required for proper recording of such easements.
A.
Clearing, grubbing and erosion control. Areas to be excavated or
filled areas to be used for the storage of excavated material and
areas on which pavements or other structures will be constructed shall
be cleared of all trees, brush, hedges, shrubs, rubbish and other
objectionable matter. Such material shall be disposed of as approved
by the Superintendent and as required by NYSDEC regulations. Satisfactory
erosion control methods shall be utilized and maintained throughout
the course of the work, and additional measures shall be employed
if so required by the Superintendent.
B.
Stripping. After clearing and grubbing, all topsoil and other organic
material shall be stripped within the limits to be graded, excavated
or filled. A minimum of six inches of material shall be removed from
all unpaved areas. All material removed shall be deposited beyond
the limits of the work. The material which is of acceptable quality
for use in the work as topsoil shall be kept separate from other excavated
material and protected and maintained until needed. All other stripped
material shall be considered as surplus and shall be disposed of as
directed by the Superintendent.
C.
Excavation. "Excavation" shall mean the removal from place of all
materials, including soil, structures above and below ground, rock,
topsoil, boggy waste, rubbish, ashes, cinders or organic materials
such as peat or humus.
D.
Limit of excavations. Excavations shall be carried to the dimensions
and depths indicated or as necessary to provide a firm base. Excavations
carried below the depth necessary shall be refilled to the proper
grade with thoroughly compacted foundation material. In no case shall
the earth be plowed, scrapped or dug by machinery within three inches
of the finished subgrade. The final trimming of the bottom of excavations
shall be done by hand tools just before placing pipe.
E.
Protection of existing structures. Excavations made adjacent to or
in the proximity of existing structures shall be made with special
care and in such manner as not to damage the structures or to disturb
the supporting backfill and foundation of such structures.
F.
Sheeting and bracing.
(1)
Where excavations are made with vertical sides which require lateral
support, the sheeting and bracing shall be of sufficient strength
to sustain the sides of the excavations and to prevent movement which
could in any way injure the work or diminish the working space. Timber
for sheeting and bracing shall be rough, square-sawed of any grade
having the requisite strength for the purpose intended and shall not
split in driving or fabrication. Steel sheet piling shall conform
to the requirements of ASTM A-328. Piling shall be of an interlocking
pattern and shall be of adequate weight and section to withstand the
loads imposed. The owner shall furnish drawings showing sheeting and
bracing methods.
(2)
For excavations over eight feet in depth, the owner shall certify
to the Superintendent that the sheeting and bracing design has been
checked and approved as adequate and in accordance with existing laws
and regulations by a licensed professional engineer and that sheeting
and bracing has been constructed in accordance with the design which
was checked and approved by the owner's engineer. Upon request by
the Superintendent, the owner shall furnish computations and substantiating
data for review. Certification for design shall be submitted prior
to placing any sheeting and bracing, and certification for construction
shall be submitted immediately after sheeting and bracing has been
constructed.
(3)
Where the owner does not propose to sheet and brace excavations,
he shall submit a drawing indicating the side slopes he proposes to
maintain and have those slopes certified by the owner's engineer as
being safe and in accordance with existing laws and regulations. Upon
request by the Superintendent, the owner shall furnish design computations
and substantiating data for review. If the owner elects to construct
trenches using soldier beams and horizontal lagging, all such sheeting
and soldier beams more than two feet below the finished surface shall
be left in place.
G.
Explosives and blasting.
(1)
All state, municipal and other regulations regarding the composition,
transportation, storage and use of explosives shall be strictly complied
with. The quantity of explosives kept on hand shall not exceed the
amount that is necessary to avoid delay in the work. The composition
of explosives shall be such as to cause the least amount of injurious
fumes.
(2)
When rock is removed by blasting, it shall be removed at least 30
feet in advance of the laying of pipe or construction of structures.
When an existing pipe, conduit or structure intersects or comes within
five feet of the line of the trench, any rock necessary to be excavated
for a distance of five feet in the clear on each side of the existing
pipe, conduit or structure shall, in all cases, be removed with very
light charges of explosives, and the utmost care should be used to
avoid disturbing the existing pipe, conduit or structure. Where rock
is found in the bottom of the trench, it shall be taken out at least
six inches below the bottom of the pipe and the space filled with
sand, gravel or other suitable material, thoroughly rammed.
(3)
Blasting shall be done with light charges sufficient to loosen the
rock without damaging the adjoining or nearby property or cracking
or damaging rock upon or against which masonry is to be built. Whenever,
in the opinion of the Superintendent, blasting is liable to injure
the rock upon or against which masonry is to be built, blasting shall
be discontinued and the loosening of the rock contained by wedging
and barring or other approved methods. Rock near structures liable
to be damaged by blasting shall be loosened by approved means.
H.
Responsibility of owner in blasting. The owner will be held completely
responsible for all claims for damage caused by blasting. He shall
satisfactorily cover all shots and open-cut excavations and shall
take extra precautions when required by the Sewer Inspector and shall
at all times exercise caution to prevent accidents.
I.
Dewatering. The owner shall provide, operate and maintain satisfactory
facilities and equipment, including well points, if necessary, with
which to collect all water entering excavations or other parts of
the work to suitable places for disposal. All excavations shall be
kept free of water until the work or structure to be built therein
is completed. Approved settling basins and sumps shall be provided
for catching and temporarily holding water containing mud, clay, sand
or other material in suspension, pumped from excavations. Such basins
shall be large enough to allow storage time for the settlement of
such suspended matter. The settled material shall be cleaned out frequently
and disposed of. Lowering of groundwater to the injury or detriment
of other structures shall be part of the owner's risk and complete
responsibility. Any structure damaged as a result of lowering of groundwater
shall be repaired or replaced to the satisfaction of the owners thereof
at no cost to the Town.
J.
Storage disposal. Excavated material which is suitable and approved
for backfill and fill shall be placed in storage piles unless or until
it can be placed in the work. It shall not be placed close to the
sides of excavations where the weight of the material could create
a surcharge on such sides whether sheeted or not.
K.
Borrow. Where additional material to that available from the work
is required for backfill and fill or other purposes, it shall be obtained
by the owner from outside sources. Borrow material shall be subject
to approval by the Superintendent.
L.
Backfill and fill. All backfill and fill, unless otherwise specified,
shall consist of suitable and selected approved earth, generally from
storage of approved excavated soil, free from rejected organic matter,
boggy, peaty, humus or other unsuitable material such as silt, clay,
rubbish, waste, ashes or cinders. If sufficient suitable material
for backfill and fill is not available from the excavated material
as determined by the Superintendent, the owner shall procure elsewhere
a sufficient quantity of suitable material and shall furnish and place
such material. Frozen earth shall not be used for backfill and fill.
All rocks and stones more than six inches in the largest dimension
shall be removed from accepted earth for backfill and fill.
M.
Backfilling and compacting.
(1)
Backfill and fill shall be made to the slopes, grades and elevations
required.
(2)
Backfill shall not be placed until the structure has been inspected
in place and approved by the Sewer Inspector. Backfilling shall be
carried out as soon as possible after such approval. The extent of
pipe trench kept open shall be kept to a minimum. Backfill and fill
shall be placed in layers not more than 12 inches thick except as
specified otherwise by the Superintendent. Each layer shall be compacted
thoroughly, evenly and in such manner to provide practically unyielding
surfaces. The moisture content of the materials shall be such that
proper compaction shall be obtained.
(3)
Trenches shall be backfilled with gravel or coarse sand to a depth
not less than 12 inches above the top of the pipe or other structure
therein for the full width of the trench. Such backfill shall be uniformly
placed on each side of the pipe in six-inch layers where it is required
and firmly compacted by approved mechanical tamping equipment. Care
shall be taken not to damage the pipe or structures.
(4)
After a compacted coverage of 12 inches has been made, the remainder
of the trench shall be compactly filled in an approved manner to a
density at least equal to that of the adjacent undisturbed soil, so
as to avoid future unequal settlement. Puddling for compaction will
not be permitted except with coarse to medium granular materials.
Bulldozing of backfill material into trenches will be prohibited unless
it is done in uniformly spread layers not over 12 inches thick or
six inches thick under pavements, and each layer immediately machine
tamped. Where sheeting is withdrawn, all cavities left thereby shall
be filled with suitable granular earth, hosed or tamped in place so
as to fill all voids thoroughly.
(5)
Backfill and fill shall be carried to a subgrade which permits topsoil
or paving of the required depth to be placed to bring it to the finished
grade. As far as practicable, the underlying backfill and fill shall
be given time to settle through several heavy rains or by artificial
wetting before the topsoil and paving is placed.
N.
Foundation material. Foundation material shall consist of hard and
clear gravel or crushed stone. It shall be free from any considerable
amount of flat, laminated or elongated particles and shall be free
from shells, clay, limestone, shale or other deleterious matter. Gravel
or crushed stone shall be uniformly graded one-fourth-inch to No.
4 Sieve size. Foundation material shall be placed and firmly compacted
by mechanical compacting equipment. Care shall be taken to place and
compact material under pipe haunches.
A.
Materials.
(1)
Segmental concrete blocks shall conform to the requirements of ASTM
C139.
(2)
Precast concrete manholes shall be standard products as manufactured
by Fort Miller, Retondo or equal. They shall be designed to withstand
a Highway H-20 loading + 25% impact and conform to ASTM C478, with
rubberized gasket joints.
(3)
All rubber joints must be an O-ring rubber gasket or rubber boot
type for circular sewer and culvert pipe of ASTM C443-77. All rubber
gaskets must be installed per manufacturer's instructions pertaining
to the location of the gasket, lubrication and setting of the manhole
sections.
(4)
Mortar shall be composed of one part portland cement and two parts
of approved washed sand and shall be mixed in a clean, tight mortar
box.
(5)
Grout shall be nonshrink, nonmetallic, premixed nonstaining cementious
grout requiring only the addition of water at the job site. One of
the following shall be provided:
B.
Construction. Manholes shall be constructed of precast concrete manhole
risers in accordance with the details furnished by the Superintendent.
The waterways of all manholes shall be formed of the same size and
shapes as the pipes they connect to. Changes in diameter shall be
made gradually and evenly. Special care shall be taken to form channels
that will provide the best hydraulic conditions for smooth flow. Steel
trowel finish shall be provided. Slopes shall be provided on the benches
adjacent to the waterways. Masonry for adjustment of height of manhole
chimneys shall be laid in a full bed of mortar with mortar spread
on the sides and ends of each unit filled solidly as the work is carried
out. The inside of the block shall be rubbed with a burlap sack to
clean it of spilt mortar. The exterior surface of the block shall
be plastered with a one-half-inch layer of mortar. Particular care
shall be taken to secure watertight joints between the masonry and
the precast concrete on which it rests.
C.
Appurtenances. Manhole frames and covers shall be of the best quality,
close-grained, gray-iron castings conforming to the requirements of
ASTM A48 Class 30. Manhole frames and covers shall be Neenah Foundry
Company Pattern No. R-1666 H.D. or equal. Covers shall bear the word
"Sewer"; letters shall be two-inch flat Gothic. Covers on manholes
on the discharge end of force mains and on manholes adjacent to any
pumping stations shall be provided with four three-fourths-inch vent
holes equally spaced. The casting shall be free from faults, sponginess,
cracks, blowholes and other defects affecting their strength and shall
be properly cleaned and coated with a waterproof asphalt applied by
immersion while castings are hot. Frames and covers shall be machined
to ensure a nonchattering fit. Manhole frames shall be set to grade
on a full bed of grout so as not to allow surface water inflow. The
steps shall be Copolymer Polypropylene plastic manhole steps as manufactured
by M.A. Industries, Peachtree City, GA, or equal.
A.
Pipe and fitting materials. Materials for pipe and fittings shall
be in accordance with the following schedule:
Pipe Material
|
Standard
|
Class
|
Notes
| |
---|---|---|---|---|
Concrete
|
ASTM C-14
|
Extra strength
| ||
Reinforced concrete
|
ASTM C-76
|
As specified
|
(1)
| |
Vitra chem
|
CSPA 2
|
Extra strength
| ||
Cast iron
|
ANSI A21.6, ANSI A21.8 and ANSI A21.10
|
As specified
|
(2)
| |
Ductile iron
|
ANSI A21.51 and A21.10; AWWA C151 and C110
|
52
|
(2)
| |
PVC
|
ASTM D3034
|
SDR35
|
(3)
| |
Perma-Loc
|
ASTM D1784 and F794
|
Series 10
|
(3)
| |
PVC
|
Series 46
|
NOTES:
| |||
---|---|---|---|
(1)
|
Only circular reinforcement will be permitted. Special designed
pipe noted as Class VI shall have the following minimum three-edge-bearing
test loads:
| ||
(a)
|
D-load to produce a 0.01-inch crack: 3,000.
| ||
(b)
|
D-load to produce ultimate failure: 4,500.
| ||
(2)
|
All pipe and fittings shall have a cement mortar lining conforming
to the requirements of ANSI A21.4 and AWWA C104.
| ||
(3)
|
Pipe shall be colored green for in-ground identification as
sewer/drain pipe. Installation shall conform to ASTM D2321 and manufacturer's
printed instructions.
|
B.
Pipe joints. All pipe joints shall be watertight and of a flexible
type construction.
C.
Pipelaying.
(1)
All pipe and fittings shall be installed to the lines and elevations shown on the drawings approved by the Superintendent. In general, all pipe shall be laid in accordance with the manufacturer's requirements, utilizing foundation material as specified under § 118-45N.
(2)
The utilization of a laser instrument will be required unless an
alternate method is approved by the Superintendent.
(3)
Suitable tools and equipment shall be used for proper handling, storage
and laying pipe and fittings. In order to avoid damage to interior
coatings of pipe, lifting hooks or bars shall not be inserted therein.
(4)
Each pipe and fitting shall be checked for defective injuries as
laying proceeds. Imperfect pipe material shall be rejected and removed
from the work. Pipe found to be defective after laying shall be removed
and replaced by undamaged pipe.
(5)
Pipe shall be cut as required to meet required stations. Where pipe
must be cut to fit as closing pieces, such cuts shall be evenly and
squarely made in a workmanlike manner with approved equipment. Injury
to linings and coatings shall be satisfactorily repaired.
(6)
All pipe joints shall be made in accordance with the manufacturer's
recommendations. Unless otherwise permitted, all finished joints of
all kinds of pipe shall be left exposed for inspection and acceptance
by the Sewer Inspector.
D.
Pipe flotation. Inasmuch as the submerging of the empty pipeline
could cause flotation, the owner's attention is directed to the necessity
of conducting his operations in such a manner as to prevent flooding
of the trenches until the backfill has been placed. Wherever there
is a danger of flooding prior to placing backfill, the pipe shall
be filled with water or adequately braced to the sheeting or anchored
to prevent flotation. The owner shall be responsible for relaying
any pipe, damaged or moved from proper line and grade.
E.
Sewer kept clean. The interior of the sewer shall be clean of dirt,
cement, superfluous materials of every description and kept clean
as the next section of the pipe is laid. During the progress of the
work, the exposed ends of the pipe shall be provided with temporary
covers fitted to the pipe so as to exclude earth and other materials.
On completion of the sewer, the lower end shall be securely closed
by an approved bulkhead or plug, which shall be removed only on order
of the Superintendent.
F.
Field tests.
(1)
The owner shall furnish all labor, testing equipment and materials
and shall perform the tests described herein under the supervision
and to the satisfaction of the Sewer Inspector.
(2)
Alignment and openness of joints shall be checked with reflected
sunlight and flashlights and, if necessary, wooden balls and water.
The pipe shall be true to both line and grade, shall be free of cracks
and protruding joint materials and shall be clean.
(3)
Sewers will not be tested until at least two weeks after installation.
Groundwater leakage into manholes shall be sufficient reason for requiring
the owner to uncover or expose any portion of the manhole for a thorough
examination by the Superintendent, after which the manhole shall be
repaired and again tested.
(4)
After the gravity sewer pipe has been laid and backfilled, each section
of pipeline between manholes shall be tested by a low-pressure air
test. The recommended procedure for air testing of sanitary sewers
is described in ASTM C828, entitled "Low Pressure Air Test of Vitrified
Clay Pipe Sewer Lines (four inches to 12 inches)."
(5)
Should any test on any section of pipeline disclose an air loss rate
greater than permitted, the owner shall, at his own expense, locate
and repair the defective joints or pipe sections. After the repairs
are completed, the line shall be retested until the air loss rate
is within the specified allowance, i.e., the pipeline holds the pressure
within the allowable pressure drop of 0.5 pounds per square inch gauge
for the test time.
(6)
Since there is no accurate correlation available for comparing water
leakage rates to air leakage rates, where air testing is to be used
for line acceptance, corroborative hydrostatic testing shall be performed
on sewer installations of the same pipe size, material and conditions
of installation. Sewer sections which indicate the rates of air loss
per unit of surface area which most nearly approximate the rate for
pipeline acceptance should be selected for the corroborative tests.
At least three sections are to be so tested. The purpose of these
corroborative tests is to permit a reasonable assumption that, if
these three test sections meet the hydrostatic test, the balance of
the project also meets or exceeds these requirements. If the air test
is not supported by acceptable corroborative hydrostatic tests, complete
hydrostatic testing of the sewer lines shall be required as the basis
for final pipeline acceptance.
(7)
Allowable leakage shall not exceed 50 gallons per inch ID per mile
per day. For the purpose of determining the maximum permissible leakage,
an allowance of 1/2 gallon per manhole per hour shall be assumed;
however, no allowance shall be made for the various lengths of building
sewers. If leakage exceeds the specified amount, the owner shall do
whatever is necessary to reduce the leakage to within the specified
limit, as approved.
(8)
Force mains shall be bulkheaded as required and tested for leakage
at a constant test pressure 50 pounds per square inch higher than
the anticipated working pressure of the pipe under operation. The
duration of the test shall not be less than four hours, and allowable
leakage shall be determined by the formula:
Where:
| ||||
L
|
=
|
Allowable leakage in gallons per hour.
| ||
N
|
=
|
Number of joints in length tested.
| ||
D
|
=
|
Nominal diameter in inches.
| ||
P
|
=
|
Average pressure during leakage test in pounds per square inch
gauge.
|
G.
Choice of pipe. The drawings submitted to the Town by the owner shall
contain a detailed list of the type of pipe to be used for the various
sections of the work with the limits designated by street and station.
A.
A building sewer shall be extended from the public sewer to within
five feet of the inside face of the building foundation in a location
which permits ready connection to the building drain. The building
sewer shall be reviewed by the Superintendent as to suitability of
location, depth and slope. The actual location of the end of the building
sewer shall be indicated on the working drawings filed with the Town.
(1)
Residential building sewers shall be uniformly four inches in diameter
from public sewer to building drain and be constructed of vitra-chem,
PVC or cast-iron soil pipe. Adaptors shall be used where required.
(2)
Building sewers from commercial/institutional installations shall
be not less than six inches in diameter from public sewer to building
drain and shall be constructed of the materials specified hereinbefore.
The size of the building sewer for commercial/institutional installations
is subject to review by the Superintendent, depending upon the intended
usage and flow requirements.
B.
Bends. All major bends in building sewers shall be by standard fittings.
Minor deflections may be made in building sewers without the use of
fittings. Fittings shall demonstrate the same strength characteristics
as the building sewer.
C.
Requirements.
(1)
Building sewers shall be laid at a uniform grade of not less than
1/8 inch per foot. The provisions for excavation and trenching included
in this article shall apply to building sewer construction.
(2)
Risers shall be used where public sewer is deeper than 14 feet below
the grade; such risers shall be encased in concrete.
(3)
Watertight caps or plugs shall be provided for building sewers not
connected to the building drains. Location stakes shall be provided.
Upon backfilling and compacting sewer trenches, the public roads
shall be repaired. Gravel base course with a minimum thickness of
12 inches shall be installed and maintained by the owner, at no cost
to the Town, until approval is granted by the Sewer Inspector to complete
paving in accordance with the requirements of the Town. On private
thoroughfares, all effort shall be directed to compacting the trench
areas prior to final grading of the subbase. The subbase shall meet
the requirements of the Town. The owner shall provide such lights,
barriers and guards as required by the Superintendent for marking
construction on public roads.
Design and criteria for pump stations shall be submitted to
the Town prior to placement of purchase orders or the start of detail
design. Standardized design and replacement parts may be required
by the Superintendent.
The Superintendent reserves the right to issue such supplemental
specifications describing the workmanship and the material requirements
for approved construction not defined by these specifications.
No statement contained in this article shall be construed to
interfere or conflict with any additional requirements that may be
imposed by the Dutchess County Department of Health and/or the NYSDEC.