New sanitary sewers and all extensions to sanitary sewers owned
and operated by the Town of Cazenovia, and all sewers which contribute
sewage/waste to the Town of Cazenovia Pollution Control Facility,
shall be designed by a professional engineer licensed to practice
sewer design in New York State, in accordance with the most-recent
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 Design Standards for Intermediate-Sized Wastewater Treatment
Systems, as required. Plans and specifications shall be submitted
to and written approval shall be obtained from the Chief Operator,
the Madison County Health Department and the NYSDEC when necessary
before initiating any construction. The design shall anticipate and
allow for flows from all possible future extensions or developments
within the immediate area being compatible with any master sewer plan
adopted by the Town Board.
When a property owner, builder or developer proposes to construct sanitary sewers or extensions to sanitary sewers in an area proposed for subdivision or other development, the plans, specifications and method of installation shall be subject to the approval of the Town of Cazenovia Planning Board (as applicable) and Town Board and the Madison County Health Department, or NYSDEC, in accordance with § 130-19. 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 expenses incidental thereto. Each street lateral shall be installed and inspected pursuant to Article V, and inspection fees shall be paid by the applicant prior to initiating construction. Design and installation of sewers shall be as specified in § 130-22, 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 Chief Operator, without prior notice. The Chief Operator 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 § 130-27, before any building lateral is connected thereto. The Chief Operator shall be notified by the contractor 30 days in advance of the start of any construction actions so that such inspection frequencies and procedures as may be necessary or required may be established. No new sanitary sewers will be accepted by the Town until such construction inspections have been made so as to assure the Town of compliance with this chapter and any amendments or additions thereto. The Chief Operator 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 Chief Operator 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 sewer or wastewater treatment facilities not covered in this chapter shall be designed in accordance with § 130-19 and shall be clearly shown and detailed on the plans and specifications submitted for approval. When requested, the applicant shall submit to the Chief Operator and to the Madison 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:
(2)
Polyvinyl
chloride (PVC) pipe.
(a)
All pipe shall conform to the latest revisions to the following American
Society for Testing and Materials (ASTM) specifications:
|
Type
|
Specifications
|
Minimum Length
(feet)
|
|---|---|---|
|
Polyvinyl chloride (PVC) -15" diameter and less
|
ASTM Spec: D3034
|
12.5
|
|
Polyvinyl chloride (PVC) - greater than 15"
|
ASTM Spec: F679
|
20.0
|
(b)
All PVC pipe shall be a minimum of SDR 35 or equivalent pipe stiffness.
(c)
Joints for Type I polyvinyl chloride pipe shall have flexible elastomeric
seals conforming to ASTM Specification D3212.
(3)
Ductile-iron pipe.
(a)
Ductile iron pipe and fittings shall comply with the latest
edition of the applicable following standards:
[1]
American National Standards Institute (ANSI);
[2]
American Water Works Association (AWWA).
|
Item
|
ANSI/AWWA
|
|---|---|
|
Mechanical joint pipe
|
A21.11/C111
A21.51/C151
|
|
Mechanical joint fittings
|
A21.10/C110
|
|
Compact fittings
|
A21.53/C153
|
|
Push-on joint pipe
|
A21.11/C111
A21.51/C151
|
|
Push-on joint fittings
|
A21.10/C110
|
|
Flanged pipe
|
A21.15/C115
A21.51/C151
|
|
Flanged fittings
|
A21.10/C110
|
|
Threaded flanges
|
A21.15/C115
|
|
Cement - mortar lining
|
A21.4/C104
|
|
Polyethylene encasement for ductile-iron piping for water and
other liquids
|
AWWA C105
|
(b)
Pipe shall be Class 52 ductile-iron cement-lined pipe. Compact
ductile-iron fittings may be provided. All fittings shall be cement-lined
ductile iron. Joints for all straight buried pipe shall be of the
push-on, self-centering, rubber-gasket type. Joints on buried fittings
shall be of the mechanical joint type. Two metallic wedges, sufficient
to assure electrical conductivity, shall be provided for each joint.
Exposed pipe and fittings shall have flanged joints unless otherwise
noted. Transition gaskets shall be provided as required at mechanical
joint fittings and pipe ends when a pipe of material other than ductile
iron is inserted into the mechanical joint.
(c)
All cement-lined ductile-iron pipe shall conform in all respects
to the most-recent revisions of AWWA Specifications C104, C110, C110a,
C111, C151 and C153. These specifications cover ductile-iron pipe,
fittings, linings and joints. A double-thickness cement lining shall
be provided.
(d)
The pipe shall be made by a manufacturer experienced in producing
pipe of the type, size and quality specified herein. The pipe manufacturer
shall have produced pipe having a record of at least five years' successful
performance.
(e)
The nominal pipelaying length shall be, as much as practical,
in full pipe lengths (18 feet minimum).
(f)
All ductile-iron pipe and fittings shall be encased in polyethylene.
The contractor shall provide polyethylene encasement in accordance
with AWWA C105. The polyethylene film shall be 8 mil, Class C tubes
or sheets as required.
(4)
High-density polyethylene (HDPE). All pipe shall conform to the latest
revisions to the American Society for Testing and Materials (ASTM)
listed below.
(a)
HDPE pipe and fittings should typically be used for pressure
sewers.
(b)
Pipe and fittings shall be of high-density, extra-high-molecular-weight
materials using a PE4710 grade resin and a cell classification number
of PE445574CE.
(c)
Pipe shall meet all meet all applicable requirements of ASTM
D3035 and AWWA C901 for pipe up to three inches, ASTM F714 and AWWA
C906 for pipe four inches and larger, and ASTM D3350 and NSF/ANSI
61 for all pipe sizes.
(d)
All HDPE pipe two inches and larger shall be DR 17, all pipes
1 1/2 inches and smaller shall be DR 11, and all HDPE shall be
iron pipe size sizing system, except where otherwise shown on the
contract drawings.
(e)
All HDPE fittings shall be either factory fabricated or by injection-molded
process. Fittings shall be of the same resin and cell classification
as the polyethylene pipe.
(f)
All HDPE fittings shall conform to ASTM F714, ASTM 3035, and
ASTM D3261. The size of the fitting shall match the diameter of the
pipe specified above. The SDR number of all fittings shall be of one
SDR lower than the pipe SDR specified. Example: For SDR 17 pipe, fitting
SDR shall be 15.5.
(g)
All HDPE pipe and fittings shall be iron pipe size (IPS).
(5)
Other pipe materials. Other pipe materials require prior written
approval of the Chief Operator before being installed.
B.
The minimum internal gravity pipe main diameter shall be eight inches;
the minimum internal low-pressure diameter shall be 1.25 inches.
C.
Joints for the selected pipe shall be designed and manufactured such
that O-ring gaskets of the "snap-on" type are used. HDPE pipes shall
have fused joints.
D.
Gaskets shall be continuous, solid, natural or synthetic rubber and
shall provide a positive compression seal in the assembled joint.
E.
Joint preparation and assembly shall be in accordance with the manufacturer's
recommendations.
F.
Wye branch fittings shall be installed, for connection of street laterals, in accordance with § 130-45.
G.
All nonmetallic pipes shall incorporate wire with tracer wire boxes
wire every 1,000 feet minimum. All metallic pipe shall be wrapped
in polyethylene sheets.
H.
Force mains and/or low-pressure collection mains serving sewage-lifting
devices, such as grinder pumps and pump stations, shall have automatic
air/vacuum relief valves placed at high points and in accordance with
the grinder pump manufacturer's recommendations. Relief valves
shall be suitably protected from freezing.
I.
Grinder pumps.
(1)
All grinder pump stations connected to the sewerage system shall
be a semi-positive displacement pump or equivalent. The Chief Operator
shall be consulted prior to purchase of the grinder pump so that a
determination regarding a floodplain cover/vent may be made.
(a)
Each grinder pump shall include an independent alarm panel.
Alarm panels shall include generator receptacles.
(b)
Grinder pumps installed in floodplains shall be specifically
designed for such an application by the grinder pump manufacturer,
including a fully sealed basin and cover, and venting that extends
above the flood elevation to prevent floodwaters from entering the
grinder pump basin.
(c)
Grinder pump vents shall be Schedule 80 PVC and painted with
water-based paint for UV protection.
J.
Low-pressure sewer main.
(2)
Cleanouts and valves shall be installed at maximum intervals of 500
feet for straight pipe runs, at major changes of direction, where
one collector main joins another main, and at terminal ends of pressure
mains.
(3)
All sewer main valves three inches or greater shall be nonrising
stem, resilient seated gate valves designed for underground use and
furnished in accordance with the requirements of the latest revision
of AWWA C509. Valves shall have mechanical joint ends and shall be
noted for 200 psi working pressure and 400 psi test pressure.
(4)
All sewer main valves less than three inches shall be ball valves
of true union design with two-way blocking capability. O-rings shall
be EPDM. Stems shall have double O-rings and be of blowout-proof design.
Valve handle shall double as carrier removal and/or tightening tool.
ISO mounting pad shall be integrally molded to valve body for actuation.
PVC shall conform to ASTM D1784 Cell Classification 12454-A. Ball
valves shall be supplied with a two-inch square operating nut.
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 per cubic foot
|
|
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.
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.
Subject to the requirements of this chapter, local laws, rules or
regulations, 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,
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. Coordination and any necessary approvals with and from all
applicable agencies should be obtained prior to starting work.
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 affected 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. Stormwater pollution
prevention plans shall be prepared and followed when applicable.
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.
Where directional drilling techniques are used, drilling mud shall
be contained and removed from the site and properly disposed of as
necessary in a manner approved by the Chief Operator.
I.
Open trenches shall be protected at all hours of the day with barricades,
as required.
J.
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 Chief Operator. When work is not in progress, including overnight,
weekends and holidays, the trench shall be backfilled to ground surface.
K.
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.
L.
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.
M.
Maintenance of grade, elevation and alignment shall be done by some
suitable method or combination of methods.
N.
No structure shall be undercut unless specifically approved by the
Chief Operator.
O.
All disturbed surfaces shall be restored to the same or better condition
such surfaces were in prior to the commencement of construction. Restoration
shall occur as soon as possible following completion of work in the
disturbed area.
P.
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.
Q.
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 be 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.
R.
The pipe barrel shall be supported, along its entire length, on a
minimum of six inches of crusher run mix. This foundation shall be
firmly tamped in the excavation.
S.
Bell holes shall be hand-excavated, as appropriate.
T.
Pipe shall be laid from low elevation to high elevation. The pipe
bell shall be upgradient; the pipe spigot shall be downgradient.
U.
The joints shall be made and the grade and alignment checked and
made correct.
V.
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.
W.
The pipe shall be in straight alignment.
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.
Y.
All work shall be performed and completed in accordance with all
OSHA rules and regulations as well as any other applicable state and/or
federal safety rules and regulations.
Z.
All pressurized sewer main shall be installed at a nominal depth
of the top of pipe at 4.5 feet below finished grade.
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 3,000 psi (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 Specification 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.
Steps or ladder rungs shall be at the discretion of the Chief Operator.
G.
All precast sections shall be produced at a plant which is approved
by the NYSDOT 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.
All manhole frames and covers shall be heavy-duty cast iron with
M5-20 load rating. The cover shall be 24 inches in diameter. The minimum
combined weight of the heavy-duty frame and the cover shall be 735
+/- 5% pounds. The mating surfaces shall be machined and painted with
tar-pitch varnish. The cover shall not rock in the frame. Inflow 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 inflow is prevented.
J.
Concrete 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 a full bed of mortar with no less
than two nor more than nine courses of brick underneath to allow for
later elevation adjustment.
A.
Grinder pumps and service laterals shall be installed in accordance
with the manufacturer's instructions and this chapter.
B.
Each single-family home, multifamily home, institutional building
and commercial building shall be serviced by a separate grinder pump
station unless otherwise approved by the Town Board and the Chief
Operator.
C.
All grinder pumps shall be inspected, tested and approved by the
Chief Operator before their use and/or acceptance by the Town.
D.
Should a property owner request that a Town-owned grinder pump be
relocated on his/her property, the property owner must demonstrate
to the Chief Operator just cause for the relocation. If the relocation
is approved by the Chief Operator, the property owner shall pay a
fee to the Town, equivalent to the actual cost to perform the relocation
by Town personnel. The fee shall be paid prior to any work being performed
by the Town.
All gravity 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 Chief Operator. 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 Chief Operator, 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.
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 "joint" out
of straight alignment shall be realigned.
Also prior to testing, all plastic pipes 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.
A.
In lieu of hydrostatic testing (exfiltration or infiltration) for
gravity sewers, air testing may be employed with the approval of the
Chief Operator. 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 PSI to 2.5 PSI. 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.
B.
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.
C.
The test gauge shall have been recently calibrated, and a copy of
the calibration results shall be made available to the Chief Operator
prior to testing.
All sanitary sewers and extensions to sanitary sewers constructed
at the owner's expense, after final approval and acceptance by
the Chief Operator and concurrence by the Town of Cazenovia Town Board,
respectively, shall become the property of the Town of Cazenovia and
shall thereafter be operated and maintained by the Town. Said sewers,
after their acceptance by the Town, shall be guaranteed against defects
in materials or workmanship for one year by the owner. The guarantee
shall be in such form and contain such provisions as deemed necessary
by the Town, secured by a surety bond or such other security as the
Town Board may approve.
A.
All contractors engaged in connecting building laterals with sanitary
sewers, who perform any work within the right-of-way of any highway,
shall file a bond, letter of credit or cash equivalent in the amount
of $10,000, or such amount as set by the Chief Operator, with the
Town Clerk to indemnify the Town, its employees, servants, agents,
etc., 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, 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 Codes Enforcement Officer and/or
Chief Operator may be revoked at any time for just cause.
B.
Before commencing work, the above contractor shall file with the
Town Clerk insurance certificates, naming the Town of Cazenovia as
an additional insured, for the following:
(1)
Workers' 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 $1,000,000
each occurrence and $1,000,000 aggregate (completed operations/products,
personal injury);
(3)
Property damage liability having limits of not less than $1,000,000
for all damages arising during the life of the contract; and shall
include, but not be limited to, the following designated hazards:
(5)
In addition to the above insurances, the contractor shall also maintain
an umbrella policy having limits of not less than $3,000,000.
(6)
All insurance policies must provide for 10 business days' notice
to the Town of Cazenovia before cancellation or nonrenewal and must
cover all liabilities of the Town and be in a satisfactory form approved
by the Board. All insurance policies shall be issued on a primary,
noncontributory basis.
C.
Where it is necessary to enter upon or excavate any highway or cut
any pavement, sidewalk or curbing, permission must be obtained from
the Town Highway Chief Operator. If a Madison County highway is involved,
the Madison County Highway Department; the New York State Department
of Transportation if a state highway is involved.
When used in this article, any and all design, building and
construction requirements, specifications and materials or otherwise
shall mean the most up-to -date version of those requirements, specifications
and materials, as amended.
