A.
New sanitary sewers and all extensions to sanitary sewers owned and
operated as a POTW 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 Village 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.
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 Village County Health Department, in accordance with § 110-28. 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 § 110-31, 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 § 110-36, 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 § 110-28 and shall be clearly shown and detailed on the plans and specifications submitted for approval. Force main details are covered in §§ 110-43 and 110-44. When requested, the applicant shall submit, to the Superintendent and to the Village County Health Department, all design calculations and other pertinent data to supplement review of the plans and specifications. Results of manufacturers' 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 1
|
(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 § 110-36 are met.
E.
Joint preparation and assembly shall be in accordance with the manufacturer's
recommendations.
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, 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 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 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.
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.
Cleanouts for low-pressure sewers shall be placed at intervals of
approximately 400 feet to 500 feet, at major changes of direction,
where one collection main joins another main and at the upstream end
of each main branch.
B.
The design of the cleanouts shall be as approved by the Superintendent.
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
|
6 1/2
|
7 1/2
|
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 thirty-six-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 §§ 110-41 and/or 110-42 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 § 110-28. 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 7 1/2° 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/Treasurer
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/Treasurer 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.