[Amended at time of adoption of Code (see Ch. 1, General
Provisions, Art. I)]
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 consistent with the Design Criteria &
Specifications, and be 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 Town
Planning Board 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 development, the plans, specifications and method of installation shall be subject to the approval of the Town Planning Board in accordance with § 139-34.
B.
The cost of installation of on-premises facilities,
such as intercepting or trunk sewers, pumping stations and force mains,
shall be paid by said property owner, builder or developer.
C.
Each street lateral shall be installed and inspected pursuant to Article VII, and inspection fees shall be paid by the applicant prior to initiating construction. Design and installation of sewers shall be as specified in §§ 139-37 through 139-40 and in conformance with Paragraphs 3 through 6 of ASTM Specification C-12.
D.
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 to the approved plans and specifications. The sewer, as constructed, must pass the infiltration test (or the exfiltration test, with prior approval), according to the Design Standards as required by Chapter 151, Subdivision; Site Plan Review, 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 Board until such construction inspections have been made so as to assure the Town Board of compliance with this Part 2 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 Town 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 Part 2, such as pumping stations, lift stations or force mains, shall be designed in accordance with § 139-34 and shall be clearly shown and detailed on the plans and specifications submitted for approval. Additional force main details are covered in § 139-42. When requested, the applicant shall submit, to the Superintendent and to the Town Planning Board, 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)
The pipe and specials shall conform to ASTM
Specification C 76.
(b)
The reinforcing wire cage shall conform to ASTM
Specification A 15, A 82 or A 185, as appropriate.
(c)
Water absorption and three-edge bearing tests
shall conform to ASTM Specification C 497.
(d)
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 1984.
(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.
(b)
Fittings shall conform to ANSI Specification
A 21.11 and have a minimum pressure class rating of 150 pounds per
square inch.
(c)
All pipe and fittings shall be cement mortar
lined in accordance with ANSI Specifications A 21.4 at twice the specified
thickness and have an internal and external bituminous seal coating.
(d)
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.
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 § 139-41 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.
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 through 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, 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 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 one-half-inch
stone. 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.
Crushed stone shall be placed over the laid pipe to
a depth of at least six inches. 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.
U.
The pipe shall be in straight alignment.
V.
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.
Manholes shall be placed where there is a change in
slope or alignment and at intervals not exceeding 400 linear feet.
B.
Manhole bases shall be constructed of three-thousand-pounds-per-square-inch
(seven-day) concrete 12 inches thick or shall be precast bases properly
bedded in the excavation. Field-constructed bases shall be properly
reinforced.
C.
Manhole walls shall be constructed using precast minimum
four-foot-diameter concrete manhole barrel sections and an eccentric
top section, conforming to ASTM Specifications C-478. All sections
shall be cast solid, without lifting holes.
D.
All joints between sections shall be sealed with an
O-ring rubber gasket, meeting the same specifications as pipe joint
gaskets.
E.
All joints shall be sealed against infiltration.
F.
No steps or ladder rungs shall be in the manhole walls.
G.
All precast sections shall be produced at a plant
which is approved by the New York State Department of Transportation
for manufacture of concrete pipe.
H.
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.
I.
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 in diameter. The minimum combined
weight of the heavy-duty frame and the cover shall be 735, plus or
minus 5%, pounds. The minimum combined weight of the light-duty frame
and the cover shall be 420, plus or minus 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 "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.
J.
Benches shall be level and slope to the flow channel
at about one inch per foot.
K.
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.
L.
Manhole frames shall be set in full bed of mortar
with no less than two nor more than nine courses of brick underneath
to allow for later elevation adjustment.
A.
Infiltration/exfiltration testing.
(1)
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 Town. 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. 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.
(2)
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.
(3)
Test period. The test period, during which the test
measurements are taken, shall not be less than two hours.
(4)
Pipe lamping. Prior to testing, the section shall
be lamped. Any joint out of straight alignment shall be realigned.
B.
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 ball, whose diameter is 95%
of the pipe inside diameter, through the pipe. Any joint with a deflection
greater than 5% shall be replaced. The test section shall be flushed
just prior to deflection testing.
C.
Air testing alternative.
(1)
In lieu of hydrostatic testing (exfiltration or infiltration),
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. The air
test shall be based on the time, measured in seconds, for the air
pressure to drop from 3.5 pounds per square inch to 2.5 pounds per
square inch. Acceptance is based on limits stated in ASTM Specification
C 828. 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.
(2)
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 pounds per square inch.
(3)
The 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 § 139-34. Additional design requirements are:
B.
Drain valves shall be placed at low points.
C.
Automatic air relief valves shall be placed at high
points and at four-hundred-foot intervals, on level force main runs.
D.
Air relief and drain valves shall be suitably protected
from freezing.
E.
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.
A.
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 Board, shall become
the property of the Town and shall thereafter be operated and maintained
by the Town.
B.
Said sewers, after their acceptance by the Town, 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 provisions 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 highway, shall file a bond in the amount of $5,000 with the
Town Clerk to 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 her, their or
its servants or 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 Town Board may be revoked at any time for just cause.
B.
Required insurance certificates.
(1)
Before commencing work, the above contractor shall
file with the Town Clerk insurance certificates for the following:
(a)
Workman's 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 each occurrence and $500,000 aggregate (completed
operations/products, personal injury).
[Added 9-1-1994 by L.L. No. 1-1994]
(c)
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:
[Amended 9-1-1994 by L.L. No. 1-1994]
(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.
[Amended 9-1-1994 by L.L. No. 1-1994]
(3)
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 Town highway
is involved, from the County Department of Public Works if a county
highway is involved and/or from the New York State Department of Transportation
if a state highway is involved.
