New sanitary sewers and all extensions to sanitary
sewers owned and operated by the Town of Albion shall be designed,
by a professional licensed to practice sewer design in the state,
in accordance with the Recommended Standards of 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.
A.
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 § 100-29.
B.
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 Town of Albion expenses incidental thereto.
C.
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 § 100-32 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 § 100-36 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 Town of Albion Town Board until such construction inspections have been made so as to assure the Town of Albion Town Board of compliance with this chapter and any amendments or additions thereto.
D.
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.
E.
The Superintendent shall report all findings of inspections
and tests to the Town of Albion Town Board.
F.
No new connections shall be allowed unless capacity
was for treatment in the Village of Albion Treatment Plant.
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 § 100-29 and shall be clearly shown and detailed on the plans and specifications submitted for approval. Force main details are covered in § 100-37. 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). Portland cement shall conform to
ASTM C-150 Type II. The pipe and specials shall conform to ASTM Specification
C-76. The reinforcing wire cage shall conform to ASTM Specification
A-15, A-82 or A-18S, as appropriate. Entrained air shall be 5.0% to
9.0% by ASTM C-890. Water absorption and three-edge bearing tests
shall conform to ASTM Specification C-497. Gaskets shall conform to
Sections 3.3 and 3.4 of AWWA Specification C-302.
(2)
Cast-iron pipe, extra heavy. Pipe, fittings and specials
shall conform to the requirements of ASTM Specification A-74 or ANSI
A-21.11. Gaskets shall conform to ASTM Specification C-564.
(3)
Polyvinyl chloride (PVC) pipe, heavy wall. Pipe shall
be made from Class 12454-B materials or better in accordance with
ANSVASTM Specification D-1784. 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%.
(4)
ANSI/ASTM D-3034: four to 15 inches.
(5)
ASTM F-679 Type I: 18 to 27 inches.
(6)
Ductile iron pipe. 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.I I and have a minimum pressure class rating
of 150 psi. 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.
Closure pieces shall be jointed by means of a mechanical coupling
of the cast-sleeve type.
(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.
C.
Joints for the selected pipe shall be designed and
manufactured such that A-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 § 100-36 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 rights-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.
Trenches.
(1)
The trench shall be excavated only wide enough for
proper installation of the sewer pipe, manhole and appurtenances.
(2)
Allowances may be made for sheeting, dewatering and
other similar actions to complete the work. Roads, sidewalks and curbs
shall be cut, by sawing, 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 required. 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.
When the work is in progress, 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 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 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 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 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 0-2321 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 0-698, 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.
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.
Barrel sections.
(1)
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
|
(2)
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.
F.
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.
G.
All joints shall be sealed against infiltration. All
metal parts shall be thickly coated with bitumastic or elastomeric
compound to prevent corrosion.
H.
No steps or ladder rungs shall be installed in the
inside or outside manhole walls at any time.
I.
No holes shall be cut into the manhole sections closer
than six inches to joint surfaces.
J.
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.
K.
The elevation of the top section shall be such that
the cover frame top elevation is 0.5 feet above the one-hundred-year-flood
elevation (in a field), 0.5 feet above a lawn elevation or at finished
road or sidewalk grade.
L.
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 24 inches in diameter. The minimum combined
weight of the heavy-duty frame and the cover shall be 735 pounds,
plus or minus 5%. The minimum combined weight of the light-duty frame
and the cover shall be 420 pounds, plus or minus 5%. 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 "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.
M.
A drop of at least one-tenth-foot shall be provided
between incoming and outgoing sewers on all junction manholes and
on manholes with bends greater than 45°.
N.
Inverts and shelves/benches shall be placed after
testing the manholes and sewers.
O.
Benches shall be level and slope to the flow channel
at about one inch per foot.
P.
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.
Q.
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.
R.
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.
S.
Internal drop pipes and fittings shall be PVC plastic
sewer pipe in compliance with ASTM 02241. Corrosion-resistant anchors
shall be used to attach the drop pipe to the inside surface of the
manhole barrel.
A.
Infiltration/Exfiltration testing. 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 of Albion. 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 § 100-36F and/or G 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.
B.
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. 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.
C.
Test period. The test period during which the test
measurements are taken shall not be less than two hours.
D.
Pipe lamping. Prior to testing, the section shall
be lamped. Any length of pipe out of straight alignment shall be realigned.
E.
Deflection testing. 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.
F.
Low-pressure air testing alternative.
(1)
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.
(2)
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.
(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 an amount sufficient to compensate for
groundwater hydrostatic pressure; however, the test pressure shall
not exceed 10 psi.
(5)
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.
G.
Vacuum testing alternative.
(1)
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 of Mercury
(from 10 to 9 inches)
(seconds)
| |
|---|---|---|---|
|
10 or less
|
4
|
120
| |
|
10 to 15
|
4
|
150
| |
|
15 to 25
|
4
|
180
|
(2)
For five-foot-diameter manholes, add 30 seconds to
the times above. 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 of mercury (Hg)
to six inches of mercury (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.
(5)
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.
A.
General provisions. Force mains serving sewage lifting devices, such as grinder pumps and pump stations, shall be designed in accordance with § 100-29. Additional design requirements are as follows:
(1)
Force main pipe material shall be:
(a)
Ductile iron pipe. Pipe shall conform to ANSI
A-21.51. The minimum wall thickness shall be Class 52 (ANSI A-21.50).
The pipe shall be clearly marked with either "D" or "DUCTILE." Fittings
shall conform to ANSI A-21.10. Pipe and fittings shall be furnished
with push-on joints conforming to ANSI A-21.11. Pipe and fittings
shall be cement mortar lined and have an internal and external bituminous
seal coating.
(b)
Polyvinyl chloride (PVC) plastic pipe. Pipe
shall conform to ASTM 0-2241. Materials used in the manufacture of
PVC pipe shall meet ASTM E-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.
(c)
Other pipe materials. Other pipe materials require
prior written approval of the Superintendent before being installed.
(3)
Joint preparation and assembly shall be in accordance
with the manufacturer's written instructions.
(4)
Anchorages, concrete blocking and/or mechanical restraint
shall be provided when there is a change of direction of 7 1/2°
or greater.
(5)
Drain valves shall be placed at low points.
(6)
Automatic air-relief valves shall be placed at high
points and at four-hundred-foot intervals on level force main runs.
(7)
Air-relief and drain valves shall be suitably protected
from freezing.
(8)
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.
(9)
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.
B.
Force main testing. 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.
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 Town
of Albion Town Board, shall become the property of the Town of Albion
and shall thereafter be operated and maintained by the Town of Albion.
No sanitary sewer shall be accepted by the Town of Albion 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 Town of Albion, 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 Town of Albion Town Board, secured by a surety bond
or such other security as the Town of Albion 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 highway shall file a bond, cash or certified check in the amount
of $5,000 with the Town of Albion Clerk to indemnify the Town of Albion
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, cash or certified checks shall contain a clause
that permits given by the Town of Albion (Board) may be revoked at
any time for just cause.
B.
Before commencing work, the above contractor shall
file insurance certificates with the Town of Albion 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.
C.
All insurance policies must provide for five business
days' notice to the Town of Albion before cancellation and must cover
all liabilities of the Town of Albion and be in a form approved by
the Town of Albion Town Board and be in a satisfactory form approved
by the Board.
D.
The minimum insurance limits stated above shall be
subject to periodic review by the Town of Albion Town Board and adjustments
made, by resolution, as appropriate.
E.
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 Streets if a Town of Albion
street is involved; from the County Highway Department if a county
highway is involved; and/or the New York State Department of Transportation
if a state highway is involved
