A.
New sanitary sewers and all extensions to sanitary
sewers owned and operated by the Village 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 Superintendent, the 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.
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 Village Board.
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 Superintendent, and the County Health Department, in accordance with § 177-28. Said property owner, builder or developer shall pay for the entire installation, including a proportionate share of the treatment plant, intercepting or trunk sewers, pumping stations, force mains and all other Village expenses incidental thereto. 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 § 177-31, and in conformance with Paragraphs 3 through 6 of ASTM Specification C-12. The installation of the sewer shall be subject to periodic inspection by the Superintendent, without prior notice. The Superintendent 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 infiltration test (or the exfiltration test, with prior approval), required in § 177-36, before any building lateral is connected thereto. The Superintendent 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 Village Board until such construction inspections have been made so as to assure the Village Board of compliance with this chapter and any amendments or additions thereto. The Superintendent 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 Superintendent shall report all findings of inspections and tests to the Village Board.
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 § 177-28 and shall be clearly shown and detailed on the plans and specifications submitted for approval. Force main details are covered in §§ 177-43 and 177-44. When requested, the applicant shall submit, to the Superintendent and to the 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, upon request.
A.
Sewer pipe material shall be:
(1)
Reinforced concrete pipe (note that nonreinforced
concrete pipe shall not be used).
(a)
Portland cement shall conform to ASTM C-150
Type II.
(b)
The pipe and specials shall conform to ASTM
Specification C-76.
(c)
The reinforcing wire cage shall conform to ASTM
Specification A-15, A-82 or A-185, as appropriate.
(d)
Entrained air shall be 5.0% to 9.0% by ASTM
C-890.
(e)
Water absorption and three-edge bearing tests
shall conform to ASTM Specification C-497.
(f)
Gaskets shall conform to Sections 3.3 and 3.4
of AWWA Specification C-302.
(3)
Polyvinyl chloride (PVC) pipe, heavy wall.
(a)
Pipe shall be made from Class 12454-B materials
or better in accordance with ANSI/ASTM Specification D-1784.
(b)
Pipe and accessories shall conform to the requirements
of the following, with a minimum pipe stiffness of 46 psi at a maximum
deflection of 5%.
|
ANSI/ASTM
|
D-3034
|
(4 inches to 15 inches)
|
|
ASTM
|
F-679 Type I
|
(18 inches to 27 inches)
|
(4)
Ductile iron pipe.
(a)
Pipe, fittings and specials shall be manufactured
in accordance with ASTM Specification A-746. Pipe shall have a minimum
thickness of Class 50. Fittings shall conform to ANSI Specification
A-21.11 and have a minimum pressure class rating of 150 psi.
(b)
All pipe and fittings shall be cement mortar
lined in accordance with ANSI Specification A-21.4 at twice the specified
thickness and have an internal and external bituminous seal coating.
(c)
Closure pieces shall be jointed by means of
a mechanical coupling of the cast sleeve type.
(5)
Vitrified clay pipe, extra strength (note that standard
strength vitrified clay pipe shall not be used). Pipe shall conform
to the current requirements of NCPI Specification ER 3300-67 and meet
the requirements of ASTM Specification C-700.
(6)
Acrylonitrile-butadiene-styrene (ABS) pipe. Pipe and
fittings shall conform to the requirements of ASTM Specification D-2661.
(7)
Other pipe materials. Other pipe materials require
prior written approval of the Superintendent before being installed.
B.
The minimum internal pipe diameter shall be eight
inches for gravity sewers and three inches for low-pressure sewers.
C.
Joints for the selected pipe shall be designed and
manufactured such that O-ring gaskets of the snap-on type are used.
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 § 177-36 are met.
E.
Joint preparation and assembly shall be in accordance
with the manufacturer's recommendations.
A.
Selection of pipe class shall be predicated on the
following criteria:
|
Safety factor - 1.5
|
|
Load factor - 1.7
|
|
Weight of soil - 120 pounds/cubic feet
|
|
Wheel loading - 16,000 pounds
|
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. PVC pipe shall not be encased in concrete
due to their different coefficients of linear thermal expansion.
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. 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. 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, de-watering 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 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.
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 Superintendent. When work is not in progress, including
over night, 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 21/2 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 over-excavated
at least 12 inches for five feet, at the transition from rock bottom
to earth bottom, centered on the transition.
L.
Maintenance of grade, elevation and alignment shall
be done by some suitable method or combination of methods.
M.
No structure shall be undercut unless specifically
approved by the Superintendent.
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 1/2 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 up-gradient; the pipe spigot shall be down-gradient.
S.
The joints shall be made, and the grade and alignment
checked and made correct.
T.
The pipe shall be in straight alignment.
U.
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.
V.
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 D-2321 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.
W.
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.
X.
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.
Design of all manholes shall be submitted to the Superintendent
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 Superintendent.
C.
Manhole bases shall be constructed or placed on a
minimum of six inches of crusher run maximum 1/2 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.
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
|
|
61/2
|
71/2
|
|
7
|
8
|
|
8
|
9
|
F.
All sections shall be cast solid, without lifting
holes. Flat top slabs shall be a minimum of eight inches thick and
shall be capable of supporting a H-20 loading.
G.
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.
H.
All joints shall be sealed against infiltration. All
metal parts shall be thickly coated with bitumastic or elastomeric
compound to prevent corrosion.
I.
No steps or ladder rungs shall be installed in the
inside or outside manhole walls at any time.
J.
No holes shall be cut into the manhole sections closer
than six inches from joint surfaces.
K.
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.
L.
The elevation of the top section shall be such that
the cover frame top elevation is 0.5 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.
M.
When located in a traveled area (road or sidewalk),
the manhole frame and cover shall be heavy-duty cast iron. When located
in a lawn or in a field, the manhole frame and cover may be light-duty
cast iron. The cover shall be 36 inches minimum in diameter. The minimum
combined weight of the heavy-duty frame and thirty-six-inch cover
shall be 735 +/- 5% pounds. The minimum combined weight of the light-duty
frame and 36 inch cover shall be 420 +/- 5% pounds. 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 frame shall
be prevented by proper design and painting. Covers shall have the
words "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.
N.
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 45°.
O.
Inverts and shelves/benches shall be placed after
testing the manholes and sewers.
P.
Benches shall be level and slope to the flow channel
at about one inch per foot.
Q.
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.
R.
Manhole frames, installed at grade, shall be set in
a full bed of mortar with no less than two nor more than four courses
of brick underneath to allow for later elevation adjustment. In lieu
of brick, grade rings may be used for 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.
S.
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.
T.
Internal drop pipes and fittings shall be PVC plastic
sewer pipe in compliance with ASTM D-2241. 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 infiltration test before they will be approved and wastewater flow permitted by the Village. The infiltration rate shall not exceed 25 gallons per 24 hours per mile per nominal diameter in inches. An exfiltration test may be substituted for the infiltration test; the same rate shall not be exceeded. The exfiltration test shall be performed by the applicant, under the supervision of the Superintendent, who shall have the responsibility for making proper and accurate measurements required. The exfiltration test consists of filling the pipe with water to provide a head of at least five feet above the top of the pipe or five feet above groundwater, whichever is higher, at the highest point under test, and then measuring the loss of water, from the pipe section under test, by the amount of water which must be added to maintain the original level. However, under no circumstances shall the head at the downstream manhole exceed 10 feet or fill to within six inches of the top of the downstream manhole. Should this condition prevail, the testing methods in §§ 177-41 and/or 177-42 shall be utilized. In this test, the test section must remain filled with water for at least 24 hours prior to taking any measurements. Exfiltration shall be measured by the drop of water level in a standpipe with a closed bottom end, or in one of the sewer manholes serving the test section. When a standpipe and plug arrangement is used in the upper manhole in the test section, there shall be some positive method for releasing entrapped air prior to taking any measurements.
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. For purposes of determining the leakage rate of the test
section, manholes shall be considered as sections of forty-eight-inch
diameter pipe, five feet long. The maximum allowable leakage rate
for such a section is 1.1 gallons per 24 hours. If leakage exceeds
the allowable rate, then necessary repairs or replacements shall be
made and the section retested.
The test period during which the test measurements
are taken shall not be less than two hours.
Prior to testing, the section shall be lamped.
Any length of pipe out of straight alignment shall be realigned.
Also prior to testing, all plastic pipe, in
the test section, shall 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.
In lieu of hydrostatic testing (exfiltration
or infiltration), 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. Acceptance is based on
limits tabulated in the Specification Time Required for a 1.0 psig
Pressure Drop in the Uni-Bell PVC Pipe Association's Recommended Practice
For Low-Pressure Air Testing of Installed Sewer Pipe. 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. 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 Superintendent. The pressure test gauge shall have
been recently calibrated, and a copy of the calibration results shall
be made available to the Superintendent prior to testing.
A.
In lieu of hydrostatic testing (exfiltration or infiltration),
vacuum testing may be employed for 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. Acceptance of manholes is based
on the following:
|
Manhole Depth
(feet)
|
Manhole Diameter
(feet)
|
Time to Drop 1 inch Hg
(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. For six-foot diameter manholes, add 60 seconds to
the times above.
C.
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.
D.
Acceptance of sewers (seven-inch Hg to six-inch 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's
Recommended Practice For Low-Pressure Air Testing of Installed Sewer
Pipe. The vacuum test gauge shall have been recently calibrated, and
a copy of the calibration results shall be made available to the Superintendent
prior to testing.
Force mains serving sewage lifting devices, such as grinder pumps and pump stations, shall be designed in accordance with § 177-28. Additional design requirements are:
A.
Force main pipe material shall be:
(1)
Ductile iron pipe. Pipe shall conform to ANSI A21.51.
The minimum wall thickness shall be Class 52 (ANSI A21.50). The pipe
shall be clearly marked with either "D" or "DUCTILE." Fittings shall
conform to ANSI A21.10. Pipe and fittings shall be furnished with
push-on joints conforming to ANSI A21.11. Pipe and fittings shall
be cement mortar lined and have an internal and external bituminous
seal coating.
(2)
Polyvinyl chloride (PVC) plastic pipe. Pipe shall
conform to ASTM D-2241. Materials used in the manufacture of PVC pipe
shall meet ASTM C-1784. The minimum wall thickness shall be SDR-21.
Fittings shall conform to ASTM D-2241. Joints and gaskets shall conform
to ASTM D-2241, D-1869 and F-477.
(3)
Other pipe materials require prior written approval
of the Superintendent 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 71/2°
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 90° 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 Superintendent 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 Superintendent,
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 Superintendent, and concurrence by the Village
Board, shall become the property of the Village, and shall thereafter
be operated and maintained by the Village. No sanitary sewer shall
be accepted by the Village until four copies of as-built drawings
have been so filed with the Superintendent and the Superintendent
has approved the submitted drawings. Said sewers, after their acceptance
by the Village, shall be guaranteed against defects in materials or
workmanship for one year, by the applicant. The guaranty shall be
in such form and contain such provision as deemed necessary by the
Village Board, secured by a surety bond or such other security as
the Village 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 highway, shall file a bond in the amount of $5,000 with the
Village Clerk to indemnify the Village 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 such
permit or consent, or of any act, construction or excavation done,
made or permitted under authority of such permit or consent. All bonds
shall contain a clause that permits given by the Village Board may
be revoked at any time for just cause.
B.
Before commencing work, the above contractor shall
file insurance certificates with the Village Clerk for the following:
(1)
Workmen's compensation and employer's liability insurance,
as required by the laws of the state covering the contractor.
(2)
Personal injury liability having limits of not less
than $500,000 each occurrence and $500,000 aggregate (completed operations/products,
personal injury).
(3)
Property damage liability having limits of not less
than $500,000 for all damages arising during the life of the contract;
and shall include, but not be limited to, the following designated
hazards:
(5)
Business excess liability insurance in the amount
of $2,000,000.
(6)
All insurance policies must provide for five business
days notice to the Village before cancellation and must cover all
liabilities of the Village and be in a form approved by the Village
Board and be in a satisfactory form approved by the Board.
(7)
The minimum insurance limits stated above shall be
subject to periodic review by the Village 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 Superintendent of Highways if a Village 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 Village Board and shall be subject to periodic review and adjustment,
as appropriate, by the Village Board.
