New sanitary sewers and all extensions to sanitary
sewers owned and operated by the Village shall be designed, by a professional
licensed to practice sewer design in the state, in accordance with
the Recommended Standards for Sewage Works, as adopted by the Great
Lakes - Upper Mississippi River Board of State Sanitary Engineers
("Ten State Standards"), and in strict conformance with all requirements
of the NYSDEC. Plans and specifications shall be submitted to and
written approval shall be obtained from the Superintendent, the Albany
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.
If, however, there is inadequate capacity in any sewer which would
convey the wastewater or if there is insufficient capacity in the
POTW treatment plant to treat the wastewater properly, the application
shall be denied. Sewer line and POTW treatment plant current use shall
be defined as the present use and the unutilized use which has been
committed, by resolution, to other users by the Village Board.
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 Albany County Health Department, in accordance with § 300-21.
(1)
During or prior to construction of any real property
within or outside the Village which requires the installation of a
building lateral and/or street lateral that is connected to the POTW,
the person or legal entity so requesting and/or installing such new
lateral may connect to the Village POTW only after making application
to the Village and paying a sewer connection fee and sewer tap-in
fee as set forth in the Village Fee Schedule[1] for each new building lateral serviced. Funds received
from the sewer connection fees shall be placed in an account designated
for the purposes of paying the cost of capital improvement of the
POTW and for no other purpose.[2]
(2)
Each street lateral shall be installed and inspected pursuant to Article VI, and fees shall be paid by the applicant prior to initiating construction. Design and installation of sewers shall be as specified in § 300-23 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 or Village-appointed engineers 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) required in § 300-25 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.
B.
Plans, specifications and pipe test results required. 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 § 300-21 and shall be clearly shown and detailed on the plans and specifications submitted for approval. Force main details are covered in § 300-26. When requested, the applicant shall submit to the Superintendent and to the Albany 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)
Polyvinyl chloride (PVC) pipe - heavy wall (SDR 35
minimum).
(a)
Pipe shall be made from Class 12454-B materials
or better in accordance with ANSI/ASTM Specification D-1784.
(2)
Other pipe materials. Other pipe materials require
prior written approval of the Superintendent before being installed.
(a)
The minimum internal pipe diameter shall be
eight inches for gravity sewers and three inches for low-pressure
sewers.
(b)
Joints for the selected pipe shall be designed
and manufactured such that O-ring gaskets of the snap-on type are
used.
(c)
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 § 300-25 are met.
(d)
Joint preparation and assembly shall be in accordance
with the manufacturer's recommendations.
B.
Safety and load factors.
(2)
Utilizing the foregoing information, design shall
be made as outlined in Chapter IX of the Water Environment 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.[1]
(3)
PVC pipe shall not be encased in concrete due to its
different coefficients of linear thermal expansion.
C.
Sewer pipe installation.
(1)
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.
(2)
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.
(3)
The public shall be protected from personal and property
damage as a result of the construction work.
(4)
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.
(5)
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.
(6)
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.
(7)
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.
(8)
Open trenches shall be protected at all hours of the
day with barricades, as required.
(9)
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.
(10)
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.
(11)
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.
(12)
Maintenance of grade, elevation, and alignment
shall be done by some suitable method or combination of methods.
(13)
No structure shall be undercut unless specifically
approved by the Superintendent.
(14)
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.
(15)
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 and no higher than one foot
below final grade and left in the trench during backfill operations.
(16)
The pipe barrel shall be supported, along its
entire length, on a minimum of six inches of Item 4 gravel. This foundation
shall be firmly tamped in the excavation.
(17)
Bell holes shall be hand excavated, as appropriate.
(18)
Pipe shall be laid from low elevation to high
elevation. The pipe bell shall be up-gradient; the pipe spigot shall
be down-gradient.
(19)
Joint preparation and assembly shall be in accordance
with the manufacturer's written instructions.
(20)
The grade and alignment shall be checked and
made correct. The pipe shall be in straight alignment. Any negotiation
of curves shall be at manholes, except when site conditions require
alternative pipe laying procedures. These alternative procedures,
including bending the pipe barrel, deflecting the joint, and using
special fittings, shall require prior written approval of the plans
and also written confirmation approval of need by the Superintendent
after examination of the site conditions.
(21)
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.
(22)
Item 4 gravel or clean sand 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 D2321 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.
(23)
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.
(24)
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.
D.
Cleanout installation.
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 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.
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 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 holes shall be cut into the manhole sections closer
than six inches to joint surfaces.
I.
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.
J.
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.
K.
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 "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.
L.
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°.
M.
Inverts and shelves/benches shall be placed after
testing the manholes and sewers.
N.
Benches shall be level and slope to the flow channel
at about one inch per foot.
O.
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.
P.
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.
Q.
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.
R.
Internal drop pipes and fittings shall be PVC plastic
sewer pipe in compliance with ASTM D2241. Corrosion-resistant anchors
shall be used to attach the drop pipe to the inside surface of the
manhole barrel.
A.
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 Subsection F 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 "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 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.
(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.
(2)
Acceptance of manholes is based on the following:
|
Manhole Depth
(feet)
|
Manhole Diameter
(feet)
|
Time to Drop 1 inch Hg
(10" to 9")
(seconds)
| |
|---|---|---|---|
|
10 or less
|
4
|
120
| |
|
10 to 15
|
4
|
150
| |
|
15 to 25
|
4
|
180
|
(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 Hg to six inches
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
"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.
Force mains serving sewage lifting devices, such as grinder pumps and pump stations, shall be designed in accordance with § 300-21. Additional design requirements are as follows:
(1)
Force main pipe material shall be:
(a)
Ductile iron pipe.
[1]
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.
[2]
Pipe and fittings shall be furnished with push-on
joints conforming to ANSI A21.11.
[3]
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 D2241. Materials used in the manufacture of
PVC pipe shall meet ASTM c1784. The minimum wall thickness shall be
SDR-21. Fittings shall conform to ASTM D2241. Joints and gaskets shall
conform to ASTM D2241, D1869, and F477.
(c)
Acrylonitrile-butadiene-styrene (ABS) pipe.
Pipe shall conform to ASTM Specification C700 with a minimum pressure
rating of 130 psi.
(d)
High-density polyethylene (HDPE) The material
used for the manufacturing of polyethylene pipe and fittings shall
be PE 3408 high-density polyethylene (HDPE) meeting the ASTM D3350
cell classification of 345434C. The minimum wall thickness shall be
SDR-21.
(e)
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 "T." The vertical arms of the "T" 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 "T" 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. 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 guarantee 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 anticipate performing any work within the
right-of-way of any highway or connecting to an existing Village sewer
line shall file insurance certificates with the Village Clerk for
the following:
(1)
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:
(2)
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
Attorney and be in a satisfactory form approved by the Board.[1]
(3)
The minimum insurance limits stated above shall be
subject to periodic review by the Village Board and adjustments made,
by resolution, as appropriate.
(4)
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.
B.
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 Public Works 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.[2]
