A.
New sanitary sewers and all extensions to sanitary
sewers owned and operated by the Town shall be designed by a professional
licensed to practice sewer design in the state, in accordance with
the Recommended Standards for Sewage Works, as adopted by the Great
Lakes-Upper Mississippi River Board of State Sanitary Engineers (Ten-State
Standards), and in strict conformance with all requirements of the
NYSDEC. Plans and specifications shall be submitted to and written
approval shall be obtained from the System Operator, the Town, the
Orange County Health Department, and the NYSDEC before initiating
any construction. The design shall anticipate and allow for flows
from all possible future extensions or developments within the immediate
drainage area.
B.
Proper design shall consider the capacities of all
sewers and POTWs to which the new sanitary sewers are connecting.
If either of these facilities has inadequate capacity to accommodate
flows and/or waste loads from the proposed sewer area, the design
shall propose modifications needed to increase the capacity to the
desired level. Design shall include a proposal for financing said
modifications. If, however, there is inadequate capacity in any sewer
which would convey the wastewater or if there is insufficient capacity
in the POTW treatment plant to treat the wastewater properly, the
application shall be denied. Sewer line and POTW treatment plant current
use shall be defined as the present use and the unutilized use which
has been committed, by resolution, to other users by the Town.
When a property owner, builder or developer proposes to construct sanitary sewers or extensions to sanitary sewers in an area proposed for subdivision, the plans, specifications, and method of installation shall be subject to the approval of the System Operator, the Town, the NYSDEC and the Orange County Health Department, in accordance with § 138-28. Said property owner, builder or developer shall pay for the cost of the review of the plans and for the entire installation, including the cost of the treatment plant, intercepting or trunk sewers, pumping stations, force mains, and all other Town expenses incidental thereto, including the cost of consultants hired by the Town. Each street lateral shall be installed and inspected pursuant to Article VI, and inspection fees shall be paid by the applicant prior to initiating construction. Design and installation of sewers shall be as specified in §§ 138-32 through 138-35, and in conformance with Paragraphs 3 through 6 of ASTM Specification C-12 or any future substituted specifications. The installation of the sewer shall be subject to periodic inspection by the System Operator, the Town Engineer and/or the Building Inspector without prior notice. The System Operator, the Town Engineer and/or the Building Inspector shall determine whether the work is proceeding in accordance with the approved plans and specifications and whether the completed work will conform with the approved plans and specifications. The sewer, as constructed, must pass the testing required in § 138-37E or F, before any building lateral is connected thereto. The System Operator, the Town Engineer and/or the Town Building Inspector shall be notified 30 days in advance of the start of any construction actions so that such inspection frequencies and procedures as may be necessary or required may be established. No new sanitary sewers will be accepted by the Town until such construction inspections have been made so as to assure the Town of compliance with this chapter and any amendments or additions thereto. The System Operator, the Town Engineer and/or the Building Inspector has the authority to require such excavation as necessary to inspect any installed facilities if the facilities were covered or otherwise backfilled before they were inspected so as to permit inspection of the construction. The System Operator, the Town Engineer and/or the Building Inspector shall report all findings of inspections and tests to the Town.
A.
Building sewers shall originate from a lateral from
the main line sewer or force main wherever one is available. The property
owner shall be responsible for the lateral from the main line sewer
or force main to the building. The lateral shall not be greater than
100 feet without approval of the System Operator, and its diameter
must be a minimum of four inches in diameter.
B.
All costs and expenses incident to the installation
and connection of the building sewer shall be borne by the owner.
The owner shall indemnify the Town from any loss or damage that may
directly or indirectly be occasioned by the installation of the building
sewer.
Plans, specifications, and methods of installation shall conform to the requirements of this article. Components and materials of wastewater facilities not covered in this chapter such as pumping stations, lift stations, or force mains, shall be designed in accordance with § 138-28, and shall be clearly shown and detailed on the plans and specifications submitted for approval. Force main details are covered in §§ 138-38 and 138-39. The applicant shall submit, to the Town, the NYSDEC, and the Orange County Health Department, all design calculations and other pertinent data to supplement review of the plans and specifications. Results of manufacturer's tests on each lot of pipe delivered to the job site shall also be furnished to the same entities.
A.
Building sewer pipe material shall be:
(1)
Cast-Iron soil pipe: ASTM Specification A74-42 or
equal.
(2)
Polyvinyl Chloride (PVC) pipe: ANSI/ASTM D3034, SDR-35,
Type PSM (four to 15 inches), PVC material (latest reference).
(3)
Other pipe materials. Other pipe materials require
prior written approval of the Town before being installed, which approval
may be withheld in the Town's discretion.
B.
The minimum internal pipe diameter shall be eight
inches for gravity sewers and four inches for low-pressure sewers.
The slope of such four-inch pipe shall be not less than 1/4 inch per
foot.
C.
Joints for the selected pipe shall be made gastight
and watertight. Joints for drain and sewer plastic pipe shall use
flexible elastomeric seals. No paint, varnish, or other coatings shall
be permitted on the jointing material until after the joint has been
tested and approved.
D.
Gaskets shall be continuous, solid, natural or synthetic rubber and shall provide a positive compression seal in the assembled joint, such that the requirements of § 138-37 are met.
E.
Joint preparation and assembly shall be in accordance
with the manufacturer's recommendations and shall be tight and waterproof.
Water service lines and sewer service lines are to be separated by
at least 10 feet, measured edge to edge. Ductile or cast-iron pipe
with push-on joints may be required by the Town where the building
sewer is exposed to damage by tree roots. If installed in filled or
unstable ground, the building sewer shall be of cast-iron soil pipe,
except that nonmetallic material may be accepted if laid on a suitable
concrete bed or cradle as approved by the Town.
F.
Wye branch fittings, as approved by the Town, shall be installed for connection of street laterals in accordance with §§ 138-51 and 138-52. The connection of the building sewer into the public sewer shall be made at the wye branch, if such branch is available at a suitable location. Where no properly located wye branch is available, a neat hole may be cut into the public sewer to receive the building sewer, but only if approved by the Town Engineer, with entry in the downstream direction at an angle of about 45º. A forty-five-degree "L" may be used to make such connection, with the spigot end cut so as not to extend past the inner surface of the public sewer. The invert of the building sewer at the point of connection shall be at the same or at a higher elevation than the invert of the public sewer. A smooth, neat joint shall be made and the connection made secure and watertight by encasement in concrete. Special fittings may be used for the connection only when approved by the Town Engineer.
B.
Utilizing the foregoing information, design shall
be made as outlined in Chapter IX of the Water Pollution Control Federation
Manual of Practice No. 9, latest edition, "Design and Construction
of Sanitary and Storm Sewers," and the pipe shall have sufficient
structural strength to support all loads to be placed on the pipe,
with a safety factor as specified above.
A.
Local utilities shall be contacted to verify construction
plans and to make arrangements to disconnect all utility services,
where required to undertake the construction work. The utility services
shall later be reconnected. The work shall be scheduled so that there
is minimum inconvenience to local residents. Residents shall be provided
proper and timely notice regarding disconnection of utilities.
B.
The construction right-of-way shall be cleared only
to the extent needed for construction or as deemed appropriate by
the System Operator and the Town. Clearing consists of removal of
trees which interfere with construction; removal of underbrush, logs,
and stumps and other organic matter; removal of refuse, garbage, and
trash; removal of ice and snow; and removal of telephone and power
poles and posts. Any tree which will not hinder construction shall
not be removed and shall be protected from damage by any construction
equipment. Debris shall not be burned but hauled for disposal in an
approved manner.
C.
The public shall be protected from personal and property
damage as a result of the construction work.
D.
Traffic shall be maintained at all times in accordance
with applicable highway permits. Where no highway permits are required,
at least 1/2 of a street shall be kept open for traffic flow.
E.
Erosion control shall be performed throughout the
project to minimize the erosion of soils onto lands or into waters
adjacent to or affected by the work and as required by the NYSDEC
or by any stormwater protection act. Erosion control can be effected
by limiting the amount of clearing and grubbing prior to trenching,
proper scheduling of the pipe installation work, minimizing time of
open trench, prompt grading and seeding, and filtration of drainage.
F.
The trench shall be excavated only wide enough for
proper installation of the sewer pipe, manhole, and appurtenances.
Allowances may be made for sheeting, dewatering, and other similar
actions to complete the work. Roads, sidewalks, and curbs shall be
cut, by sawing or by other methods as approved by the Town Highway
Superintendent, before trench excavation is initiated.
G.
Under ordinary conditions, excavation shall be by
open cut from the ground surface. However, tunneling or boring under
structures other than buildings may be permitted. Such structures
include crosswalks, curbs, gutters, pavements, trees, driveways, and
railroad tracks. Pipe laying and backfill shall be performed in accordance
with ASTM Specification C12-19, except that no backfill shall be placed
until the work has been inspected.
H.
Open trenches shall be protected at all hours of the
day with barricades, as required.
I.
Trenches shall not be open for more than 30 feet in
advance of pipe installation nor left unfilled for more than 30 feet
in the rear of the installed pipe, when the work is in progress, without
permission of the System Operator. When work is not in progress, including
overnight, weekends, and holidays, the trench shall be backfilled
to ground surface.
J.
The trench shall be excavated approximately six inches
deeper than the final pipe grade. When unsuitable soils are encountered,
these shall be excavated to a maximum depth of 2 1/2 feet below
the final pipe invert grade and replaced with select materials.
K.
Ledge rock, boulders, and large stones shall be removed
from the trench sides and bottom. The trench shall be overexcavated
at least 12 inches for five feet, at the transition from rock bottom
to earth bottom, centered on the transition.
L.
Elevation of connection; direction. Whenever possible,
the building sewer shall be brought to the building at an elevation
below the basement floor. No building sewer shall be laid parallel
to or within three feet of any bearing wall which might thereby be
weakened. The depth shall be sufficient to afford protection from
frost. The building sewer shall be laid at uniform grade and in straight
alignment insofar as possible. Changes in direction shall be made
only with properly curved pipe and fittings.
M.
No structure shall be undercut unless specifically
approved by the System Operator.
N.
Proper devices shall be provided, and maintained operational
at all times, to remove all water from the trench as it enters. At
no time shall the sewer line be used for removal of water from the
trench.
O.
To protect workers and to prevent caving, shoring
and sheeting shall be used, as needed. Caving shall not be used to
backfill the trench. Sheeting shall not be removed but cut off no
lower than one foot above the pipe crown nor no higher than one foot
below final grade, and left in the trench, during backfill operations.
P.
The pipe barrel shall be supported, along its entire
length, on a minimum of six inches of crusher run maximum one-half-inch
stone free of organic material. This foundation shall be firmly tamped
in the excavation.
Q.
Bell holes shall be hand excavated, as appropriate.
R.
Pipe shall be laid from low elevation to high elevation.
The pipe bell shall be upgradient; the pipe spigot shall be downgradient.
Joint preparation and assembly shall be in accordance with the manufacturer's
written instructions.
S.
The grade and alignment shall be checked and made
correct. The pipe shall be in straight alignment. Any negotiation
of curves shall be at manholes, except when site conditions require
alternative pipe-laying procedures. These alternative procedures,
including bending the pipe barrel, deflecting the joint, and using
special fittings, shall require prior written approval of the plans
and also written confirmation approval of need by the System Operator
after examination of the site conditions.
T.
When a smaller sewer joins a larger one, the invert
of the larger sewer shall be lowered sufficiently to maintain the
same hydraulic gradient. An approximate method which may be used for
securing this result is to place the 0.8 depth of both sewers at the
same elevation.
U.
Crushed stone shall be placed over the laid pipe to
a depth of at least six inches. The embedment of thermoplastic pipe
shall be in accordance with ASTM D2321 using Class 1A or 1B backfill
materials. Care shall be exercised so that stone is packed under the
pipe haunches. Care shall be exercised so that the pipe is not moved
during placement of the crushed stone.
V.
The migration of fines from surrounding backfill or
native soils shall be restricted by gradation of embedment materials
or by use of suitable filter fabric.
W.
The remaining portion of the trench above the pipe
embedment shall be backfilled in foot lifts which shall be firmly
compacted. Compaction near/under roadways, driveways, sidewalks, and
other structures shall be to 95% of the maximum moisture-density relationship,
as determined by ASTM Specification D 698, Method D. Ice, snow, or
frozen material shall not be used for backfill.
A.
The design of all manholes shall be submitted to the
Town Engineer and shall receive approval prior to placement.
B.
Manholes shall be placed where there is a change in
slope or alignment and at intervals not exceeding 400 linear feet,
except as authorized by the Town Engineer.
C.
Manhole bases shall be constructed or placed on a
minimum of six inches of crusher run maximum one-half-inch stone free
of organic materials.
D.
Manhole bases shall be constructed of 4,000 psi (twenty-eight-day)
concrete eight inches thick or shall be precast bases properly bedded
in the excavation. Field-constructed bases shall be monolithic, properly
reinforced, and extend at least six inches beyond the outside walls
of lower manhole sections. Precast manhole bases shall extend at least
six inches beyond the outside walls of lower manhole sections.
E.
All new sewer piping shall be marked with metallic
locating tape located 18 inches to 24 inches above the new sewer lateral
or main. Manholes shall be constructed using precast minimum four-foot-diameter
concrete manhole barrel sections, and an eccentric top section, conforming
to ASTM Specification C-478, with the following exceptions on wall
thickness:
|
Manhole Diameter
(feet)
|
Wall Thickness
(inches)
| |
|---|---|---|
|
4
|
5
| |
|
5
|
6
| |
|
6
|
7
| |
|
6 1/2
|
7 1/2
| |
|
7
|
8
| |
|
8
|
9
|
F.
All sections shall be cast solid, without lifting
holes.
G.
Flat top slabs shall be a minimum of eight inches
thick and shall be capable of supporting an H-20 loading.
H.
All joints between sections shall be sealed with an
O-ring rubber gasket, meeting the same specifications as pipe joint
gaskets, or butyl joint sealant completely filling the joint.
I.
All joints shall be sealed against infiltration. All
metal parts shall be thickly coated with bitumastic or elastomeric
compound to prevent corrosion.
J.
Ladder rungs for manholes shall be 12 inches on center
and be constructed of PVC-encapsulated steel. Rungs shall be located
such that they are not above any of the flow channels or pipes penetrating
the manhole.
K.
No holes shall be cut into the precast manhole sections
without approval of the System Operator.
L.
Manholes which extend above grade shall not have an
eccentric top section. The top plate shall be large enough to accommodate
the cover lifting device and the cover.
M.
The elevation of the top section shall be such that
the cover frame top elevation is one foot above the one-hundred-year
flood elevation (in a field), 0.5 foot above a lawn elevation, or
at finished road or sidewalk grade.
N.
All manhole frames and covers shall be heavy-duty
cast iron. The cover shall be 24 inches, minimum, in diameter. The
mating surfaces shall be machined and painted with tar pitch varnish.
The cover shall not rock in the frame. Infiltration between the cover
and the frame shall be prevented by proper design and painting. Covers
shall have "Sanitary Sewer" cast into them. Covers shall have lifting
holes suitable for any lifting/jacking device. The lifting holes shall
be designed so that infiltration is prevented.
O.
A drop of at least 0.1 foot shall be provided between
incoming and outgoing sewers on all junction manholes and on manholes
with bends greater than 45º.
P.
Inverts and shelves/benches shall be placed after
testing the manholes and sewers.
Q.
Benches shall be level and slope to the flow channel
at about one inch per foot.
R.
The minimum depth of the flow channel shall be the
nominal diameter of the smaller pipe. The channel shall have a steel
trowel finish. The flow channel shall have a smooth curvature from
inlet to outlet. Seams shall be coated with hydraulic cement.
S.
Manhole frames, installed at grade, shall be set in
a full bed of mortar with grade rings underneath to allow for later
elevation adjustment. Grade rings shall not exceed six inches in depth.
The total number of grade rings shall not exceed 12 inches in height;
however, in no event shall more than three grade rings be used. Brick
or cement block is not permitted to adjust elevation.
T.
Manhole frames and covers shall be a heavy-duty type.
The size of opening shall be at the discretion of the Town and the
System Operator.
U.
Manholes which extend above grade shall have the frames
cast into the manhole top plate. The top plate shall be securely anchored
to the manhole barrel, by a minimum of six one-half-inch corrosion-resistant
anchor bolts, to prevent overturning when the cover is removed. The
anchor bolts shall be electrically isolated from the manhole frame
and cover.
V.
Internal drop pipes and fittings shall be PVC plastic
sewer pipe in compliance with ASTM D2241. Corrosion-resistant anchors
shall be used to attach the drop pipe to the inside surface of the
manhole barrel.
All sanitary sewers or extensions to sanitary
sewers, including manholes, shall satisfy requirements of a final
test before they will be approved and wastewater flow permitted by
the Town. The tests are set forth in Subsections E and F below and
are subject to approval by the Town Engineer.
A.
Test section. The test section shall be as ordered
or as approved, but in no event longer than 1,000 feet. In the case
of sewers laid on steep grades, the test length may be limited by
the maximum allowable internal pressure on the pipe and joints at
the lower end of the test section.
B.
Test period. The test period, during which the test
measurements are taken, shall not be less than two hours or as determined
by the Town Engineer.
C.
Pipe lamping. Prior to testing, the section shall
be lamped. Any length of pipe out of straight alignment shall be realigned.
D.
Deflection testing. Also prior to testing, all plastic
pipes in the test section may, at the discretion of the Town Engineer,
be tested for deflection. Deflection testing shall involve the pulling
of a rigid ball or mandrel, whose diameter is 95% of the pipe inside
diameter, through the pipe. Any length of pipe with a deflection greater
than 5% shall be replaced. The test section shall be flushed just
prior to deflection testing. The test shall not be performed with
a mechanical pulling device.
E.
Low-pressure air testing.
(1)
Low-pressure air testing may be employed. Low-pressure
air tests shall conform to ASTM Specification C 828. All sections
to be tested shall be cleaned and flushed, and shall have been backfilled,
prior to testing. Air shall be added until the internal pressure of
the test section is raised to approximately 4.0 psig. The air pressure
test shall be based on the time, measured in seconds, for the air
pressure to drop from 3.5 psig to 2.5 psig.
(2)
Acceptance is based on limits tabulated in "Specification
Time Required for a 1.0 psig Pressure Drop" in the Uni-Bell PVC Pipe
Association "Recommended Practice for Low-Pressure Air Testing of
Installed Sewer Pipe."
(3)
Before pressure is applied to the line, all connections
shall be firmly plugged. Before the test period starts, the air shall
be given sufficient time to cool to ambient temperature in the test
section.
(4)
If the test section is below groundwater, the test
pressure shall be increased by an amount sufficient to compensate
for groundwater hydrostatic pressure; however, the test pressure shall
not exceed 10 psi, or a lower pressure as required by the System Operator.
(5)
The pressure test gauge shall have been recently calibrated,
and a copy of the calibration results shall be made available to the
System Operator and the Town the Engineer prior to testing.
F.
Vacuum testing.
(1)
In lieu of low pressure air testing, vacuum testing
may be employed for the testing of sewer lines and manholes. Sewer
lines and manholes shall be tested separately. All sewer lines to
be tested shall be cleaned and flushed, and shall have been backfilled,
prior to testing. The vacuum test shall be based on the time, measured
in seconds, for the vacuum to decrease from 10 inches of mercury to
nine inches of mercury for manholes and from seven inches of mercury
to six inches of mercury for sewers.
(2)
Acceptance of manholes.
(a)
Acceptance of manholes is based on the following:
|
Manhole
Depth
(feet)
|
Manhole
Diameter
(feet)
|
Time to Drop 1 Inch
(from 10 to 9 inches)
(seconds)
| |
|---|---|---|---|
|
10 or less
|
4
|
120
| |
|
10 to 15
|
4
|
150
| |
|
15 to 25
|
4
|
180
|
(b)
For five-foot diameter manholes, add 30 seconds
to the times above.
(c)
For six-foot diameter manholes, add 60 seconds
to the times above.
(3)
If the test on the manhole fails (the time is less
than that tabulated above), necessary repairs shall be made and the
vacuum test repeated until the manhole passes the test.
(4)
Acceptance of sewers (seven inches Hg to six inches
Hg) is based on the time tabulated in the "Specification Time Required
for a 0.5 psig Pressure Drop" in the Uni-Bell PVC Pipe Association
"Recommended Practice for Low-Pressure Air Testing of Installed Sewer
Pipe."
(5)
The vacuum test gauge shall have been recently calibrated,
and a copy of the calibration results shall be made available to the
System Operator and the Town Engineer prior to testing.
Force mains serving sewage lifting devices, such as grinder pumps and pump stations, shall be designed in accordance with § 138-28. Additional design requirements are:
A.
Force main pipe material shall be:
(1)
Polyvinyl chloride (PVC) plastic pipe. Pipe shall
conform to ASTM D2241. Materials used in the manufacture of PVC pipe
shall meet ASTM C1784. The minimum wall thickness shall be SDR-26.
Fittings shall conform to ASTM D2241. Joints and gaskets shall conform
to ASTM D2241, D1869, and F477.
(2)
Other pipe materials. Other pipe materials require
prior written approval of the System Operator and the Town Engineer
before being installed.
C.
Joint preparation and assembly shall be in accordance
with the manufacturer's written instructions.
D.
Anchorages, concrete blocking, and/or mechanical restraint
shall be provided when there is a change of direction of 7 1/2º
or greater.
E.
Drain valves shall be placed at low points.
F.
Automatic air relief valves shall be placed at high
points and at four-hundred-foot intervals, on level force main runs.
G.
Air relief and drain valves shall be suitably protected
from freezing.
H.
When the daily average design detention time, in the
force main, exceeds 20 minutes, the manhole and sewer line receiving
the force main discharge or the sewage shall be treated so that corrosion
of the manhole and the exiting line are prevented. The corrosion is
caused by sulfuric acid biochemically produced from hydrogen sulfide
anaerobically produced in the force main.
I.
The force main shall terminate, in the receiving manhole,
at a PVC plastic sewer pipe tee. The vertical arms of the tee shall
be twice the diameter of the force main. The upper arm shall be at
least four feet long; the lower arm shall terminate in a PVC plastic
sewer pipe ninety-degree elbow in a flow channel directed to the manhole
exit pipe. The tee and its arms shall be securely fastened to the
inside surface of the manhole wall using corrosion-resistant anchors.
All force mains shall be subjected to hydrostatic
pressure of 150% of the normal operating pressure. The duration of
the test, at pressure, shall be at least two hours. Before conducting
the test, the pipe shall be filled with water, and all air shall be
expelled. During the test, water shall be added, as needed, to maintain
the test pressure. The amount of water added shall be recorded so
as to calculate leakage. Leakage shall not exceed 25 gallons per day
per mile per inch nominal pipe diameter. During the test, the owner
and the System Operator and the Town Engineer shall walk the route
of the force main and examine the exposed pipe and the ground covering
any backfilled pipe to discover leaks. Leakage in excess of that specified
above shall be corrected with new material at the owner's expense
and the test repeated. Any observed leaks shall be repaired at the
owner's expense. Each test section length shall be as approved by
the Town Engineer, but in no event longer than 1,000 feet.
All sanitary sewers and extensions to sanitary
sewers constructed at the applicant's expense, after final approval
and acceptance by the System Operator and the Town Engineer and concurrence
by the Town Board, shall remain the property of the owner and shall
thereafter be operated and maintained by the owner, unless the Town
chooses to take over ownership, control and operation. All sanitary
sewers shall be subjected to high-pressure testing and monitored with
televised equipment. The recordings shall be given to the System Operator
for record. No sanitary sewer shall be accepted by the Town until
four copies of as-built drawings have been so filed with the System
Operator and the System Operator and the Town Engineer have approved
the submitted drawings. Said sewers, after their acceptance by the
Town, shall be guaranteed against defects in materials or workmanship
by the applicant for at least one year or for such longer time as
determined by the Town. The guarantee shall be in such form and contain
such provision as deemed necessary by the Town Board, secured by a
surety bond or such other security as the Town Board may approve.
A.
All contractors engaged in connecting house laterals
with sanitary sewers, who perform any work within the right-of-way
of any Town road or highway, pursuant to permit or consent of the
Town, shall obtain a street opening permit from the Town's Highway
Superintendent, in an amount determined in accordance with the Town's
fee schedule, and shall post cash or a bond with the Town in an amount
satisfactory to the Town's Highway Superintendent and shall indemnify
the Town against loss, cost, damage or expense sustained or recovered
on account of any negligence, omission or act of the applicant for
such a permit, or any of his, or their, agents, arising or resulting
directly or indirectly by reason of acts undertaken pursuant to such
permit or consent and from any act, construction or excavation done,
made or permitted under authority of such permit or consent. All such
contractors must have public liability and property damage insurance
in such forms and such amounts as may be required and approved by
the Attorney for the Town and as described below. All bonds shall
contain a clause stating that permits given by the Town may be revoked
at any time for just cause.
B.
Insurance certificates required.
(1)
Before commencing work, the above contractor shall
file insurance certificates (satisfactory in form and content to the
Attorney for the Town) with the Town Clerk for the following:
(a)
Workers' compensation and employer's liability
insurance as required by the laws of the state covering the contractor;
(b)
Personal injury liability having limits of not
less than $500,000 aggregate (completed operations/products, personal
injury);
(c)
Property damage liability having limits of not
less than $1,000,000 (combined single limit) and $2,000,000 (aggregate)
for all damages arising during the life of the contract, and shall
include, but not be limited to, the following designated hazards:
(e)
Business excess liability insurance in the amount
of $2,000,000.
(2)
All insurance policies must provide for five business
days' notice to the Town before cancellation and must cover all liabilities
of the Town and be in a form approved by the Town Board and the Attorney
for the Town and be in a satisfactory form approved by the Town Board
and the Attorney for the Town.
(3)
The minimum insurance limits stated above shall be
subject to periodic review by the Town Board and adjustments made,
by resolution, as appropriate.
C.
Where it is necessary to enter upon or excavate any
highway or cut any pavement, sidewalk or curbing, permission must
be obtained from the Town Highway Superintendent if a Town highway
is involved, from the County Department of Public Works if a county
highway is involved, and/or the New York State Department of Transportation
if a state highway is involved.
D.
The minimum insurance limits above shall be as established
by the Town Board and shall be subject to periodic review and adjustment,
as appropriate, by the Town Board.
