A.
New sanitary sewers and all extensions to sanitary
sewers, along with pumping stations and any other facility or appurtenances,
in the Village of Pulaski or on private property or in a Town Sewer
District shall be designed by a professional engineer, licensed to
practice sewer design in the State of New York, 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 accordance with this article, and
in strict conformance with all requirements of the NYSDEC, and any
additional requirements of the Village Board, Superintendent, or Village
Engineer.
B.
Plans and specifications shall be submitted to, and
written approval shall be obtained from the Village's Engineer, Superintendent,
the Oswego County Department of Health, and the NYSDEC, before initiating
any construction. The design shall anticipate and allow for flows
from all possible future extensions or developments within the tributary
drainage area and shall consider the effects of the POTW downstream
for the extension or development.
C.
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 or if
addition of the wastewater would cause the collective limits of flow
or any other parameter from the Village's POTW to exceed those allowable
in an applicable intercommunity agreement, 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 or written agreement, to other users by the Superintendent,
Village of Pulaski Board, and/or other persons with such authority
as allowable by an intercommunity agreement.
When an applicant, 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, Village Engineer, the Oswego County Department of Health, and the NYSDEC in accordance with § 108-28. Said property owner, builder, or developer shall pay for the entire installation, including a proportionate share of the intercepting or trunk sewers, pumping stations, force mains, and all other Village of Pulaski expenses incidental thereto. Plans shall be subject to review and approval of the Village Engineer. Where extension is proposed by someone other than the Village Board acting on behalf of the Village, all costs associated with the extension, including the cost of such review and inspection, shall be borne by the person proposing the extension. Funds to cover review and inspection expenses shall be deposited in escrow prior to review or inspection work being performed. Construction of sewer system extensions shall be inspected by the Village Engineer, or , at the discretion of the Village Board, the Superintendent. No work shall proceed or advance unless said inspector is present. No new sanitary sewers will be accepted by the Village of Pulaski Board until such construction inspections have been made so as to assure the Village of Pulaski Board of compliance with this chapter and any amendments or additions thereto. The Superintendent and the Village Engineer have 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 or Village Engineer shall report all findings of inspections and tests to the Village of Pulaski Board. 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.
Plans, specifications, and methods of installation shall conform to the requirements of this article, including the details attached thereto. 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 § 108-28, and shall be clearly shown and detailed on the plans and specifications submitted for approval. When requested, the applicant shall submit, to the Superintendent, Village Engineer, NYSDEC and to the Oswego County Department of Health, 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.
The following shall be submitted to the Superintendent
and the Village Engineer for review, and shall require their approval
prior to incorporation into the work or acceptance of facilities as
applicable:
A.
Design plans and specifications for sewer extensions,
pump stations, force mains and other appurtenant facilities proposed
for construction by any person in accordance with this chapter.
B.
Manufacturer's catalogs and cut sheets, specifications,
performance data, shop drawings and other such data as the Superintendent
or Village Engineer shall request to clearly identify characteristics
of materials and equipment proposed to be incorporated into the work.
C.
Contractor's proposed work schedules showing anticipated
commencement and completion and all salient portions of the work.
D.
All test results, test reports, and certifications
as required by this chapter.
E.
Record drawings as required by this chapter.
F.
Bonds and insurance certificates as required by this
chapter.
All work and work schedules shall be coordinated
with the Superintendent. The Superintendent will use best efforts
to make himself available for inspections and other matters requiring
Superintendent's inspection, approval and/or attention as required
by this chapter. However, the Superintendent shall not be obliged
to conform to schedules proposed by the applicant.
A.
All workmanship, materials, equipment and appliances
shall comply in all respects with the applicable specifications unless
specific exception has been made, in writing, at the time of approval
by the Superintendent or Village Engineer.
B.
All materials furnished or incorporated in the work
shall be as new, unused and of the quantity and characteristics specified.
If the quantity or characteristics are not specifically set forth
in the contract documents, the material used shall be that customarily
used in first-class work of a similar nature.
C.
All workmanship in manufacture and construction not
specifically covered in the specifications shall be of the first class
order and equal to that customarily used in first class work of a
similar nature and character. The contractor shall exercise special
care during construction to make sure all structures are watertight.
A.
All materials, equipment and workmanship shall be
subject to inspection, examination and tests by the Superintendent,
or persons designated by him, at any and all times during manufacture
or construction and at any place or places where manufacture or construction
are preformed.
B.
All laboratory tests called for in the specifications
or requested by the Superintendent shall be performed at the applicant's
expense, and the applicant shall furnish and deliver to the laboratory
all requisite samples. Documentary evidence that materials pass the
required inspection and tests shall be furnished to the Superintendent
by the application prior to the use of the materials in the work.
C.
No work shall be covered until inspected and approved
by the Superintendent or his representative. If any work shall be
covered over without the consent or approval of the Superintendent,
the applicant shall uncover the work upon request of the Superintendent.
Uncovering, recovering and restoring the work shall be at the applicant's
expense whether or not the work is found defective.
A.
All items of equipment of like type shall be the product
of one manufacturer, unless specified otherwise or specifically permitted
by the Superintendent or Village Engineer.
B.
Unless otherwise specified, shown or permitted, all
equipment and materials shall be the product of manufacturers who
have built equipment or produced materials of a like or similar type,
character, size and capacity for at least three years prior to submittal
for approval and who, if requested by the Superintendent, shall submit
evidence thereof. Where only one product/manufacturer is named herein,
that specific product shall be supplied and installed. Should conditions
exist where named product is no longer available, the Superintendent
shall have sole discretion to determine an acceptable replacement.
A.
Gravity sewer pipe shall be polyvinyl chloride (PVC)
SDR 35, unless otherwise approved by the Superintendent.
B.
Pipe shall be made from Class 12454-B materials or
better in accordance with ANSI/ASTM 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%.
C.
Joints shall have flexible elastomeric seals conforming
to ASTM D-3212.
E.
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.
All granular materials shall be free from any organic
or other deleterious materials.
B.
The quality of the gravel or stone particles shall
be determined by the Magnesium Sulfate Soundness Test. The maximum
percent loss at four cycles, by weight, shall be 20%.
C.
Lining shall consist of clean, sound, crushed stone
and shall be free from coatings. Lining shall have the following ASTM
No. 67 gradation by weight:
|
Percentage Passing
|
Sieve
| |
|---|---|---|
|
100%
|
1 inch
| |
|
90% - 100%
|
3/4 inch
| |
|
20% - 55%
|
3/8 inch
| |
|
0% - 10%
|
No. 4
| |
|
0% - 5%
|
No. 8
|
D.
Special backfill.
(1)
Special backfill shall consist of washed coarse sand,
gravel or broken stone. The gravel or broken stone shall be well graded
from fine to coarse. Special backfill shall have the following gradation
by weight:
|
Percentage Passing
|
Sieve
| |
|---|---|---|
|
100%
|
2 inches
| |
|
30% - 65%
|
1/4 inch
| |
|
0% - 10%
|
No. 200
|
(2)
For special backfill, the result of multiplying the
percentage passing the No. 200 sieve by the Plasticity Index of the
particles passing the No. 40 sieve shall not exceed 30. In no case
shall the Plasticity Index exceed five, or the percentage passing
the No. 200 mesh sieve exceed 10%. Of the particles retained on the 1/2
inch square sieve, not more than 30% by weight, shall consist of flat
or elongated pieces. A flat or elongated piece is defined herein as
one, the greatest dimension of which is more than three times the
least dimension.
(3)
Special backfill mix shall consist of dry cement with
gravel, meeting the specifications for special backfill, mixed in
the proportion of 1:15 by volume.
E.
Special lining.
(1)
Special lining shall consist of a specially-blended
mixture of not more than two approved local washed sands and one approved
local screened gravel, mixed in the field as directed by the Superintendent.
(2)
Special lining shall have the following gradation
by weight:
|
Percentage Passing
|
Sieve
| |
|---|---|---|
|
100%
|
2 inches
| |
|
20% - 70%
|
No. 40
| |
|
2% - 10%
|
No. 200
|
F.
The applicant shall employ an approved commercial
testing laboratory at his own expense to conduct the sieve analysis,
plasticity index and soundness tests prior to delivery of any of the
materials to the site of the project. The Superintendent may, at the
applicant's expense, require additional tests if, in his opinion,
the quality of the materials has changed.
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.
E.
Erosion control shall be performed throughout the
project to minimize the erosion of soils onto lands or into waters
adjacent to or effected 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 and excavation.
(1)
The trench shall be excavated only wide enough for
proper installation of the sewer pipe, manhole, and appurtenances.
Allowances may be made for sheeting, de-watering, 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 Agency of jurisdiction,
before trench excavation is initiated.
(2)
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.
(3)
Open trenches shall be protected at all hours of the
day with barricades, as required.
(4)
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.
(5)
The trench shall be excavated a minimum of six inches
deeper than the final pipe grade. When unsuitable soils are encountered
below this excavation, these shall be excavated and removed to a depth
below the final pipe invert grade acceptable to the Superintendent
and replaced with select materials.
G.
Ledge rock, boulders, and large stones shall be removed
from the trench sides and bottom to provide minimum bottom and side
clearances, for the size of pipe being laid in each case, as follows:
|
Size of Pipe
(inches)
|
Minimum Clearance
Below Pipe
(inches)
|
Minimum Clearance
at Sides
(inches)
| |
|---|---|---|---|
|
12 or smaller
|
4
|
6
| |
|
15, 18 and 21
|
5
|
6
|
H.
Maintenance of grade, elevation, and alignment shall
be done by some suitable method or combination of methods.
I.
No structure shall be undercut unless specifically
approved by the Superintendent.
J.
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.
K.
Sheeting, bracing and shoring.
(1)
Sheeting, bracing and shoring shall be furnished,
placed and maintained as may be required to support the sides and
ends of excavations in such manner as to prevent any movement which
could, in any way, injure the pipe, sewers, masonry, or other work;
diminish the width necessary; otherwise damage or delay the work;
or endanger existing structures, pipes or pavements; cause the excavation
limits to exceed the right-of-way limits; or to occasion a hazard
to persons engaged on the project or to the general public.
(2)
In no case will bracing be permitted against pipes
or structures in trenches or other excavations.
(3)
The Village of Pulaski, the Superintendent, and/or
the Village Engineer shall not be responsible for safety or the adequacy
of excavations, construction means or methods, sheeting, bracing,
and/or shoring. In general, all sheeting, bracing and shoring shall
be withdrawn by a method that will prevent settlement. If it is necessary
that sheeting be left in place, it shall be cut off or driven down
so that no portion of the same shall remain within 12 inches of the
finished street or ground surface.
L.
Lining; special lining; special backfill.
(1)
Lining shall be used for backfilling below subgrade
in trenches for pipelines or excavations for structures, provided
the sides and bottom of the excavations will remain stable when wet.
Special lining shall be used for backfilling below subgrade in trenches
and excavations where the sides and bottom of the excavation will
not, in the opinion of the Superintendent, remain stable when wet.
(2)
Lining shall be placed over the laid pipe to a depth
of at least 12 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 lining.
(3)
Special backfill shall be used for backfilling excavations
in streets, roads, or drives, in areas upon which structures are to
be built, where the excavated material is, in the opinion of the Superintendent,
unsuitable for backfilling, and where directed by the Superintendent,
or required by the agency of jurisdiction.
(4)
Special backfill mix shall be used under paved highways
and shoulders and for other backfilling operations as directed by
the Superintendent.
(5)
Lining, special lining, special backfill and special
backfill mix shall be placed in horizontal layers not more than eight
inches in thickness and shall be so thoroughly and uniformly compacted
as to prevent after-settlement. Compaction shall be by traveling vibrators
or other approved method and shall be to 95% of the maximum dry weight
density in pounds per cubic foot as determined by the Modified Proctor
Compaction Test (ASTM Specification D-1557)
(6)
All lining, special lining and special backfill shall
be inspected and approved by the Superintendent before any pipelines
are laid or any forms for structures are placed.
M.
Any settlement in the finished work due to settlement
of the backfill, compacted lining, special lining, or special backfill
shall be made good by the applicant at his own cost and expense for
a period of one year from the acceptance of the completed work by
the Village.
N.
Testing.
(1)
The applicant shall employ an approved commercial
testing laboratory at his own expense to conduct the compaction tests.
(2)
Each layer shall be tested and approved by the Superintendent
before succeeding layers are placed. A minimum of one field density
test shall be made each day and/or for each 50 cubic yards of material
placed and/or as shown or specified in the drawings.
(4)
Based on the reports of the testing laboratory and
inspection, if the subgrade or fills which have been placed and compacted
are below the specified density, the Superintendent may require additional
compaction and testing at the expense of the applicant.
O.
Bell holes shall be hand excavated, as appropriate.
P.
Pipe shall be laid from low elevation to high elevation.
The pipe bell shall be up-gradient; the pipe spigot shall be down-gradient.
Q.
The joints shall be made, and the grade and alignment
checked and made correct.
R.
The pipe shall be in straight alignment, both line
and grade.
S.
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.
T.
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.
U.
The remaining portion of the trench above the pipe
embedment shall be backfilled in one-foot lifts which shall be firmly
compacted. Compaction near/under roadways, driveways, sidewalks, and
other structures shall be to 95% of the maximum dry weight density
in pounds per cubic foot, as determined by the Modified Proctor Compaction
Test (ASTM Specification D-1557). Ice, snow, or frozen material shall
not be used for backfill.
A.
General provisions.
(1)
All sewers shall be tested for leakage prior to making
connections with other sewers, pipes or drains unless otherwise permitted
by the Superintendent. Water drawn from the Village water system to
be used for testing shall be paid for by the applicant at the appropriate
rate. Use of water for such purpose shall be subject to approval of
the Superintendent of Water in accordance with the approved regulation.
Disposal of test water, and all costs associated with such, shall
be the responsibility of the applicant.
(2)
The initial 100 feet of sewer constructed shall be
tested for leakage prior to backfilling before the applicant will
be allowed to continue laying additional sewer pipe. Other intermediate
leakage tests during construction shall be made as required by the
Superintendent. Upon completion of the work of any sewer, it shall
be tested for watertightness and shall meet the requirements set forth
below before final acceptance of the work.
(3)
For infiltration or exfiltration water leakage tests,
the allowable leakage per 24 hours shall not exceed 100 gallons per
inch of diameter per mile of sewer.
(4)
Groundwater level measuring pipes shall be installed
at manholes as directed. The groundwater level shall be measured prior
to leakage testing. If the groundwater level is at least two feet
above the highest section of the work being tested, infiltration methods
of measurement shall be used. If there is insufficient groundwater
head to perform infiltration testing, exfiltration tests will be made
by maintaining a minimum of two feet head of water in the section
being tested. The rate of exfiltration will be calculated from the
rate of water level drop in the upstream manhole.
(5)
All localized or spurting leaks of any volume detected
in sewers or in floor or walls of appurtenant structures shall be
permanently stopped. Should any leaks, defective joints or defective
construction be found, they shall be promptly corrected, removed and/or
replaced, in a satisfactory manner at the applicant's expense.
B.
Low pressure air testing alternative.
(1)
In lieu of hydrostatic leakage 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.
C.
Vacuum testing alternative.
(1)
In lieu of hydrostatic leakage testing (exfiltration
or infiltration), vacuum testing may be employed for testing of sewer
lines and manholes. Sewer lines and manholes shall be tested separately.
All sewer lines to be tested shall be cleaned and flushed, and shall
have been backfilled, prior to testing. The vacuum test shall be based
on the time, measured in seconds, for the vacuum to decrease from
10 inches of mercury to nine inches of mercury for manholes, and from
seven inches of mercury to six inches of mercury for sewers. Acceptance
of manholes is based on the following:
|
Manhole
Depth
(feet)
|
Manhole
Diameter
(feet)
|
Time to Drop 1 inch Hg
(10 inches to 9 inches)
(seconds)
| |
|
10 or less
|
4
|
120
| |
|
Over 10 to 15
|
4
|
150
| |
|
Over 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. 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.
(3)
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." 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.
D.
Corroborative testing.
(1)
If either the low pressure air testing alternative or the vacuum testing alternative are utilized in lieu of sewer leakage testing specified in Subsection A, then the applicant shall perform corroborative testing under the Superintendent's supervision. Corroborative testing shall compare low pressure air test data versus infiltration or exfiltration water leakage test data for a minimum of three sections of sewer for each pipe size, material or conditions of installation.
E.
Gravity sewer pipe lamping.
(1)
Prior to testing, all sections shall be lamped. Any
length of pipe out of straight alignment shall be realigned.
F.
Gravity sewer deflection testing.
(1)
Also prior to leakage testing, all pipe sections shall
be tested for deflection. Deflection testing shall be completed by
pulling 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.
A.
General provisions.
(1)
Manholes shall be of precast, concrete sections of
approved standard design of the manufacturer, and shall conform to
ASTM Des: C-478 latest edition for Precast Reinforced Concrete Manhole
Sections, except as may be modified herein. All manholes shall be
of adequate strength so as to be able to safely withstand a surcharge
live load of AASHTO H20-44 Truck Loading. Precast concrete manholes
shall have a minimum nominal inside diameter of 48 inches, when used
on sewer lines up to and including 21 inches in diameter and 60 inches
for use on sewers 24 through 36 inches in diameter. The minimum compressive
strength of concrete used in risers shall be 4,000 psi, and the maximum
permissible absorption shall be 8%. Riser sections shall be reinforced
with either one or two lines of steel, the total area per linear foot
of which shall be not less than .0025 times the inside diameter in
inches or .12 inch2/linear foot minimum.
Tapered sections, where required, shall be of the truncated cone design,
having the same wall thickness and reinforcing as the cylindrical
sections.
(2)
Joints between precast reinforced concrete manhole
sections shall be the rubber gasket type and shall conform to ASTM
Des: C-443 latest edition.
(3)
The Superintendent reserves the rights to choose either
eccentric or flat slab tops and to determine the final placement of
all manholes.
(4)
Pipe-to-manhole connections shall be made using "Lock-Joint"
flexible manhole sleeves, or equal.
(5)
Manhole steps shall be copolymer polypropylene plastic
with 1/2 inch grade 60 steel reinforcing; MA Industries PS2-PF,
or equal.
(6)
Manhole frames and covers shall have a thirty-inch
clear opening, Syracuse Castings Model 1012A, or equal. Covers shall
have the words "SANITARY SEWER" cast in the top.
B.
Manhole installation.
(2)
The bench walls of standard and drop manholes shall
be constructed of 3,000 psi concrete. The top of the bench wall shall
have an increasing slope away from the channel. All channels shall
be constructed to conform to the invert of the pipe and permit a smooth
and uninterrupted flow through the manhole. Minimum drop from inlet
to outlet of the manhole shall be 0.1 foot.
(3)
Inverts and shelves/benches shall be placed after
testing the manholes and sewers.
(4)
Benches shall be smooth and slope to the flow channel
at about one inch per foot.
(5)
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.
(6)
Manhole frames.
(a)
Manhole frames, installed at grade, shall be
set in a full bed of mortar with grade rings 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.
(b)
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-and-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.
(7)
Drop manholes shall consist of a standard manhole
having an internal drop of pipe. Internal drop pipes and fittings
shall be PVC plastic sewer pipe in compliance with ASTM D-2241. Corrosion-resistant
anchors shall be used to attach the drop pipe to the inside surface
of the manhole barrel. Drop manholes shall have a minimum inside diameter
of five feet.
(8)
All castings shall be thoroughly cleaned and free
from rust. All manholes shall be waterproofed on the outside with
two coats of bituminous coal tar coating as manufactured by Koppers
"Bitumastic Super Service Black," Mobile "Hi-Build Bituminous Coating,"
or equal.
A.
Force mains serving sewage lifting devices, such as grinder pumps and pump stations, shall be designed in accordance with § 108-28. Additional design requirements are:
(1)
Force main pipe material shall be:
(a)
Ductile iron pipe shall conform to ANSI A21.5l.
The minimum wall thickness shall be Class 52 (ANSI A21.50). The pipe
shall be clearly marked with either "D" or "DUCTILE." Fittings shall
conform to ANSI A21.10. Pipe and fittings shall be furnished with
push-on joints conforming to ANSI A21.11. Pipe and fittings shall
be double cement mortar lined and have an internal and external bituminous
seal coating.
(b)
Polyvinyl chloride (PVC) plastic pipe - pipe
shall conform to ASTM D-2241. Materials used in the manufacture of
PVC pipe shall meet ASTM C-1784. The minimum wall thickness shall
be DR-18. Fittings shall conform to ASTM D-2241. Joints and gaskets
shall conform to ASTM D-2241, D-1869, and F-477.
B.
Force main installation.
(2)
Joint preparation and assembly shall be in accordance
with the manufacturer's written instructions.
(3)
Anchorages, concrete blocking, and/or mechanical restraint
shall be provided when there is a change of direction of 7 1/2
degrees or greater.
(4)
Drain valves shall be placed at low points.
(5)
Automatic air relief valves shall be placed at high
points.
(6)
Air relief and drain valves shall be suitably protected
from freezing.
(7)
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. Some pump station and force
main facilities may require chemical feed facilities at the discretion
of the Superintendent.
(8)
The force main shall terminate in the receiving manhole
such that there is a smooth transition into the flow channel directed
to the manhole exit pipe. The force main shall be securely fastened
to the inside surface of the manhole wall using corrosion-resistant
anchors.
C.
Force main testing.
(1)
All force mains shall be subjected to hydrostatic
pressure of 150% of the maximum 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.
(2)
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 shall a test section exceed 1,000 feet in length.
D.
Wastewater pumping stations.
(1)
All pumping stations, as a minimum, shall be designed and constructed in accordance with Chapter 40, Wastewater Pumping Stations, of "Recommended Standards for Wastewater Facilities" (a.k.a. "Ten State Standards"), latest edition.
(2)
In addition to the requirements of Subsection D(1), the Village Board may require applicants to include other provisions with new pumping stations to be acquired by the Village, including but not limited to, phone service with automatic telephone dialer system for remote alarm notifications; pumps of a specific manufacturer and/or model; certain pump instrumentation and controls of the same make and model of existing Village instrumentation and controls; and all other items that the Village Board, its Superintendent, and/or its Engineer may require for a pump station to fully meet the requirements of the Village.
Sanitary sewers and extensions to sanitary sewers
constructed within the Village of Pulaski, or within Village or public
rights-of-way at the applicant's expense, after final approval and
acceptance by the Superintendent, and concurrence by the Village of
Pulaski Board, shall become the property of the Village of Pulaski,
and shall thereafter be operated and maintained by the Village of
Pulaski. Record drawings shall be prepared for all sewer system extensions
by the design engineer which reflect any substantive modifications
to the original plans and specifications made during construction.
One set of reproducible mylar drawings, alone, with one set of paper
prints and one set of record specifications shall be submitted to
the Superintendent within 30 days of completing the work. Said sewers,
after their acceptance by the Village of Pulaski, 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 of Pulaski Board, secured by a surety
bond or such other security as the Village of Pulaski Board may approve.
A.
All contractors engaged in constructing new sewers
and/or sewer extensions and who perform any work within the right-of-way
of any highway within the Village shall file a bond with the Village
of Pulaski Clerk-Treasurer to indemnify the Village of Pulaski 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. The amount of the bond shall be established by the Village
Board in an amount commensurate with the scope of work to be performed,
but in no case shall the amount be less than $10,000. All bonds shall
contain a clause that permits given by the Superintendent of Village
of Pulaski Board may be revoked at any time for just cause. The recourse
of the Village shall not be limited in any way under this subsection.
B.
Before commencing work, the above contractor shall
file insurance certificates with the Village of Pulaski Clerk-Treasurer.
At a minimum, insurance coverage shall be provided for the types and
in the amounts as follows:
(1)
Workmen's compensation and employer's liability insurance
as required by the laws of the state covering the contractor;
(2)
Comprehensive general liability having limits of not
less than $1,000,000 each occurrence and $1,000,000 aggregate for
all damages arising during the life of the contract; and shall include,
but not be limited to, the following designated hazards:
(3)
Comprehensive automobile liability (including non-owned
and hired automobiles) having limits of not less than $1,000,000 combined
single limit for bodily injury and project damage.
(4)
Catastrophic excess liability insurance in the amount
of not less than $1,000,000.
(a)
All insurance policies must provide for 30 business
days' notice to the Village of Pulaski before cancellation and must
cover all liabilities of the Village of Pulaski and be in a form approved
by the Village of Pulaski Board. The Village and Village Engineer
shall be named as additional insureds.
(b)
The minimum insurance limits stated above shall
be subject to periodic review by the Village of Pulaski Board and
adjustments made, by resolution, as appropriate.
C.
Where it is necessary to enter upon or excavate any
highway or cut any pavement, sidewalk or curbing, permission must
be obtained from the Superintendent of Public Works if a Village of
Pulaski 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. Any surety, bond
and/or insurance required by these agencies shall be provided by the
applicant in addition to requirements under this chapter.
Any sewer extensions within the Village constructed
on or adjacent to private property, which property must be entered
upon for the purposes of maintaining and/or reconstructing said sewer
extension, will require easements. Any such easements shall be written
in a manner and form acceptable to the Village and such that the Village
has the right of access for maintenance and reconstruction of the
sewers. Easements shall extend along the length of the sewer with
a minimum width of 30 feet (15 feet on each side of the center line
of the sewer). All costs associated with obtaining any such easements
shall be borne by the person making the extension. Such easements
shall be transferred to the Village upon its acceptance of the completed
facilities, be permanent, and all costs associated with such easements
shall be the responsibility of the applicant.
All surface features and landscaping shall be fully restored to at least as good a condition as existed prior to construction and to the satisfaction of the Superintendent by the person making any sewer extension. Restoration shall be warranted for a period of one year against defects in materials and workmanship, and shall be covered by the bond required in § 108-44.
