[Adopted 9-9-1991 by Res. No. 33-91]
A.
It is the intent of these specifications to establish
minimum standards for the design and construction of street improvements
for developments within the Village of Newark Valley.
B.
Preliminary layouts and final subdivision plats submitted
to the Planning Board for approval shall incorporate the requirements
of these specifications unless waived specifically by the Planning
Board.
C.
Streets, sewers and water distribution systems will
not be accepted for maintenance by the Village Board unless they comply
with the requirements of these specifications and the resolution of
the Planning Board approving the final subdivision plat and are also
approved by the Village Supervisor of Public Works and/or the Village's
Engineer, as appropriate, upon completion.
All materials utilized in the work shall be
new and of the best grade on the market in their respective classes.
Seconds or rejects will not be accepted. All work shall be executed
in a thorough, substantial and workmanlike manner by a sufficient
number of competent mechanics skilled in their respective trades.
The specifications shall be interpreted to require first-class work
and materials, and alternate materials or methods will be accepted
only if approved, in writing, by the Village's Engineer.
All work shall be so conducted as to comply
with all local, state and federal ordinances, laws and regulations.
A permit shall be obtained from the Village Supervisor of Public Works
before working in any Village road or street that has been accepted
for maintenance by the Village or in any other case where required
by Village ordinance or local law.
The subdivider shall be responsible for repairs
and maintenance of all work necessitated by defective materials and
workmanship, including those necessitated by settlement of embankments
or backfilled trenches, of which the Village gives notice to the subdivider
within one year from the date of acceptance by the Village. A maintenance
bond or cash deposit equal in amount to 5% of the cost of the improvements
shall be furnished to the Village to guarantee such maintenance and
repairs.
A.
All sanitary sewer systems shall be designed and constructed
in accordance with the requirements of the Tioga County Health Department
and the New York State Department of Environmental Conservation.
B.
All water supply and distribution systems shall comply
with the requirements of the Tioga County Health Department and the
New York State Department of Health.
A.
Words not defined herein shall have the meanings given to them by Chapter 144, Subdivision of Land, unless another meaning is obvious from the context.
B.
The Village's Engineer referred to herein shall be
that Village representative designated by the Village Board of the
Village of Newark Valley to perform engineering services.
When, in these specifications, a reference is
made to another specification or standard for material, equipment
and workmanship, said reference shall be the current edition of that
specification or standard. Except as modified herein, the referenced
specification or standard shall be considered a part of the Village
of Newark Valley standards.
A.
The Village will assign personnel, herein referred
to as the "Village inspector," to review the construction to ensure
satisfactory compliance and completion of facilities.
B.
The subdivider or his contractor shall notify the
Village Clerk-Treasurer three days prior to the start of any of the
following phases of work so that the Village may schedule its inspectors
for construction review:
A.
Within these specifications, reference is made to
various grades and classes of material. When requested by the Village
inspector, the subdivider shall submit samples for laboratory inspection,
at the subdivider's expense, or shall submit certificates from the
manufacturer that the material conforms to specifications.
B.
Concrete. When directed by the Village inspector,
the subdivider shall pay for compression test cylinders to be made
and tested by an approved commercial testing laboratory of the concrete
used during construction. A copy of all dated reports of the test
results shall be furnished to the Village. Any concrete which tests
indicate failed to conform to the specification requirements shall
be removed and replaced at the subdivider's expense.
A.
Rights-of-way.
(1)
Minor streets shall have a minimum right-of-way of
50 feet.
(2)
Secondary streets shall have a minimum right-of-way
of 60 feet.
(3)
Dead-end streets shall terminate in a right-of-way
100 feet in diameter.
(4)
Rights-of-way for sewers, water mains, storm drainage
and pedestrian walks shall have a minimum width of 20 feet.
B.
Width of pavement.
(1)
Minor streets with combined curbs and gutters shall
have a minimum distance between faces of curb of 30 feet.
(2)
Secondary streets with combined curbs and gutters
shall have a minimum distance between faces of curb of 36 feet.
(3)
Minor streets without curbs shall have a minimum width
of pavement of 20 feet and shall have two six-foot shoulders.
(4)
Secondary streets without curbs shall have a minimum
width of pavement of 24 feet and shall have two six-foot shoulders.
(5)
Turnarounds on dead-end streets shall be paved 80
feet in diameter, measured from face to face of the curb or from the
edge of the pavement to the edge of the pavement.
C.
Grades.
(1)
Minor streets shall have a maximum grade of 10%, except
that grades up to 12% may be approved on short runs at the discretion
of the Planning Board.
(2)
Secondary streets shall have a maximum grade of 8%.
(3)
Within 40 feet of an intersection, the maximum grade
on all streets shall be limited to 1 1/2%.
(4)
All streets without curbs and gutters shall have a
minimum grade of 1%.
(5)
All streets with curbs and gutters shall have a minimum
grade of 0.5%.
D.
Horizontal curves.
(1)
In general, street lines within a block deflecting
from each other at any one point by more than 10° shall be connected
with a curve. In each case, the outer street boundary line shall always
be parallel to the inner street boundary.
(2)
Horizontal curves on minor streets shall have a minimum
radius of 150 feet, except for street intersection corners. Reverse
curves on minor streets shall be separated with a minimum tangent
of 100 feet.
[Amended 10-3-1994 by L.L. No. 1-1994]
(3)
Horizontal curves on secondary streets shall have
a minimum radius of 400 feet, except for street intersection corners.
Reverse curves on secondary streets shall be separated with a minimum
tangent of 200 feet.
(4)
The property line corners at all minor street intersections
shall be rounded by curves having a minimum radius of 20 feet.
[Amended 10-3-1994 by L.L. No. 1-1994]
(5)
The property line corners at all secondary street
intersections shall be rounded by curves having a minimum radius of
30 feet.
E.
Vertical curves.
[Amended 10-3-1994 by L.L. No. 1-1994]
(1)
Vertical curves on minor streets shall have a minimum
length of 100 feet, but not less than 20 feet for each one-percent
algebraic difference in grade.
(2)
Vertical curves on secondary streets shall have a
minimum length of 200 feet, but not less than 30 feet for each one-percent
algebraic difference in grade.
F.
Sight distance. Visibility for traffic safety shall
be provided, by excavation if necessary, within the triangles formed
by the outside boundaries of intersecting right-of-way lines and a
diagonal line connecting points in each right-of-way line, said points
being 60 feet from the intersection of the outside boundaries of right-of-way
lines. No obstacles, including but not limited to fences, walls, hedges
or other landscaping, shall be permitted to obstruct such visibility.
G.
Cross sections.
(1)
Pavements shall be centered in the right-of-way and
crowned so that the crown at the center line of the pavement is level
with the tops of curbs and slopes from the center at 1/2 inch per
foot to the edge if there are no curbs.
(2)
Where curbs are installed, the finish grade shall
slope up from the tops of curbs to the limit of the right-of-way or
the edge of the sidewalk at a rate of 1/2 inch per foot.
(3)
Where curbs are not installed, the finish grade shall
slope down from the edges of the pavements at a rate of one inch per
foot to form a shoulder with a minimum width of six feet.
(4)
Ditches shall be installed between the outside edge
of the shoulder and the right-of-way line where curbs and gutters
are not installed.
(5)
Sidewalks shall be constructed within the right-of-way
with the outside edge of the walk placed on the outside edge of the
right-of-way line. Additional sidewalk and handicapped ramps shall
be constructed at street corners for access to the roadway. Walks
shall be five feet wide and shall slope toward the top of the curb
at a rate of 1/4 inch per foot.
(6)
Side slopes of embankments adjacent to the right-of-way
shall not exceed two horizontal to one vertical. If slopes in excess
of this are required in order to avoid the right-of-way lines, retaining
walls shall be installed.
(7)
Guide rails shall, in general, be constructed following
the criteria for guide rail installations as established by the New
York State Department of Transportation in the current Highway Design
Manual. Actual field conditions may warrant additional guide rails,
which shall be installed prior to Village acceptance when so directed
by the Village's Engineer or the Village's Supervisor of Public Works.
(8)
PVC pipe underdrain pipe shall be installed where
necessary to control groundwater and/or drain the pavement subbase.
When, in actual construction, groundwater seepage is found which,
in the opinion of the Village's Engineer or the Village's Supervisor
of Public Works, will be injurious to the roadway, the subdivider
shall install underdrain as directed.
H.
Location of utilities.
(1)
No two or more utility lines shall be installed in
the same trench.
(2)
Sanitary sewers shall be placed along the center line
of the street, with house connections extending to the right-of-way
lines.
(3)
Stormwater sewer lines shall be placed on the lower
side of the street at a distance of 10 feet from the center line.
Connections shall extend to catch basins placed along curblines or
to inlets placed along the ditch lines.
(4)
Water mains shall be placed on the higher side of
the streets at a distance of 10 feet from the center line, with service
connections extending to the right-of-way lines.
(5)
All water mains and services shall have a minimum
depth of cover of five feet.
(6)
Sanitary sewer lines shall be deep enough to service
basements and shall have a minimum cover of three feet. Care shall
be taken in establishing the grade of sewers to ensure that the lateral
connections thereto do not intercept other lines or water mains.
(7)
Fire hydrants shall be placed 2 1/2 feet beyond
the face of curbs or seven feet beyond the edge of the pavement where
curbs are not installed.
A.
Grading and drainage plan.
(1)
A preliminary grading and drainage system plan shall
be submitted with the subdivision preliminary layout. It shall indicate
in general terms a proposal for an adequate system of grading and
necessary drainage structures to carry off and store or discharge
not only the stormwater runoff and natural drainage water which originates
within the property boundaries but also that which originates beyond
the property boundaries.
(2)
No stormwater runoff or natural drainage water shall
be so diverted as to overload existing drainage systems or to create
flooding or the need for additional drainage structures on other private
properties or public lands without proper and approved provisions
being made for alleviating these conditions.
(3)
Preliminary grading and drainage plan requirements
shall be as follows:
(a)
Sheet size: 22 inches by 36 inches.
(b)
Scale: one inch equals 100 feet. If more than
one sheet is required, a clearly drawn match line shall be shown on
each sheet.
(c)
Title block: the name of the subdivision, the
title "Storm Drainage Plan," the date and the names of the subdivider
and the licensed engineer or surveyor shall be shown.
(d)
All rights-of-way, easements, street center-line
gradients in percent, with arrows to establish the direction of flows,
and critical street center-line grades shall be shown.
(e)
The complete drainage system for the entire
subdivision shall be shown graphically, with all existing drainage
features which are to be incorporated properly identified as existing.
(f)
Boundaries of stormwater runoff watersheds for
each drainage structure and their area in acres shall be shown. Topography
shall be shown at a contour interval of not more than five feet. Expansive
drainage areas outside of the subdivision property line may be indicated
on a scaled map other than one inch equals 100 feet and at contour
intervals of 10 feet when, in the opinion of the Village's Engineer,
this data clearly identifies the drainage areas.
(g)
All drainage structures shall be identified
by numbers.
(h)
All appropriate details and dimensions necessary
to clearly explain the proposed construction, including type of construction
material, size and slope, etc., in accordance with proper engineering
practice, shall be indicated.
(i)
If required, the location of all test pits and
borings, and a description of soil conditions and the water table
elevation are to be shown.
(j)
Hydraulic computations indicating the adequacy
of design shall be presented for all facilities, including computations
indicating the ability of the existing or new downstream stormwater
facilities to accept the additional anticipated flow.
(4)
Final grading and drainage plan requirements.
(a)
A final grading and drainage system plan shall
be submitted with the subdivision plat and shall include all those
features described for the preliminary plan corrected to reflect the
final design.
(b)
A reproducible Mylar and two copies of the as-built
storm drainage system drawn on the scaled one-inch-equals-one-hundred-feet
map showing the identification of all structures by number, the location
of all structures, the pipe size, the type of construction material
and the slopes of pipes with invert and top-of-cover elevations at
structures to the nearest tenth of a foot, all in accordance with
proper engineering practice, shall be furnished to the Village Clerk-Treasurer
before the system will be accepted by the Village.
B.
Design standards.
(1)
Stormwater facilities consisting of side ditches,
minor culverts, stormwater sewers and combinations thereof shall be
designed to intercept and carry the maximum runoff from the tributary
watershed during a ten-year frequency storm. The design for structures
for major streams shall be based on an individual analysis utilizing
the current accepted practices of the United States Department of
Commerce, Bureau of Public Roads, or the United States Department
of Agriculture, Soil Conservation Service.
(2)
For design purposes, a ten-year frequency storm shall
be considered to have the following intensity-duration relationship:
(a)
A maximum five-minute intensity equal to 6.2
inches per hour.
(b)
A maximum ten-minute intensity equal to 4.6
inches per hour.
(c)
A maximum fifteen-minute intensity equal to
3.9 inches per hour.
(d)
A maximum twenty-minute intensity equal to 3.4
inches per hour.
(e)
A maximum twenty-five-minute intensity equal
to 3.0 inches per hour.
(f)
A maximum thirty-minute intensity equal to 2.7
inches per hour.
(g)
A maximum sixty-minute intensity equal to 1.7
inches per hour.
(3)
Runoff computations.
(a)
Except for structures on major streams which
may utilize other acceptable methods, runoff computations shall result
in flows equal to those computed by the Rational Method, using a time
of concentration and runoff factor in keeping with the local topography
and the following:
|
Runoff Factors
Land Slope
| |||
|---|---|---|---|
|
Use of Land
|
Flat
(0 to 5%)
|
Steep
(over 5%)
| |
|
Residential
|
0.40
|
0.45
| |
|
Light commercial
|
0.70
|
0.75
| |
|
Large paved areas
|
0.80
|
0.90
| |
|
Parks, woods, etc.
|
0.30
|
0.35
| |
(b)
Weighted runoff factors shall be considered
for composite areas.
(4)
The drainage system shall provide for conveying the
runoff to the nearest natural watercourse or storm sewer in a manner
approved by the Village's Engineer.
(5)
The Manning formula shall be utilized for the design
of stormwater pipes and ditches. The following coefficients of friction
(n) shall be used:
|
Design Type
|
Coefficient of Friction
| ||
|---|---|---|---|
|
Concrete pipe
|
n = 0.013
| ||
|
PVC pipe
|
n = 0.013
| ||
|
Corrugated steel pipe:
| |||
|
Fully paved
|
n = 0.013
| ||
|
Paved invert:
| |||
|
2 2/3 x 1/2 inch corrugations
|
n = 0.024
| ||
|
3 x 1 inch corrugations
|
n = 0.027
| ||
|
6 x 2 inch corrugations
|
n = 0.032
| ||
|
Earth ditches, seeded
|
n = 0.030
| ||
|
Paved ditches, concrete asphalt
|
n = 0.013
| ||
C.
Side ditches.
(1)
Longitudinal ditches shall be placed on the high side
of all streets, where necessary, to intercept water entering the subgrade
of the street.
(2)
Unpaved ditch sections shall have sufficient cross-sectional
area to maintain maximum runoff velocities below two feet per second
to prevent scouring and erosion. Ditches shall be paved or riprapped,
and check dams shall be installed, where necessary, to maintain safe
streambed velocities. Protection shall be provided to prevent erosion
at bends, beneath check dams and at culvert inlets and outlets where
necessary.
(3)
Ditches shall have a minimum grade of 1%, a minimum
width at the bottom of the ditch of 12 inches, and side slopes not
steeper than two horizontal to one vertical.
D.
Culverts.
(1)
Culverts shall be installed to pass water, collected
in the ditches or flowing in a natural watercourse, beneath the street.
Headwater depths shall be considered in culvert design. Riprap shall
be installed upstream and downstream of culverts as required to control
erosion. Energy dissipaters shall be constructed where necessary.
(2)
Culverts under streets shall extend from toe of slope
to toe of slope and shall be set with a minimum of two-foot cover
over the top of the pipe unless specifically waived by the Village's
Engineer or the Village's Supervisor of Public Works.
(3)
Culverts shall also be installed beneath driveways
and access roads to carry water flowing in the side ditches. Culverts
in side ditches shall be limited to 30 feet in length.
(4)
Culverts shall have a minimum diameter of 15 inches
and shall be laid on a minimum grade of 0.5%. In general, the grade
line shall coincide with the existing streambed or ditch grade.
(5)
Culvert ends.
(a)
All culverts shall utilize pipe end sections
at each end when hydraulically feasible. Poured concrete headwalls
shall be used where the use of pipe end sections is not feasible or
where headwall construction will provide a more efficient design.
(b)
Reinforced concrete pipe end sections shall
be precast units, and corrugated steel pipe end sections shall be
galvanized steel. All end sections shall conform to the standards
of the New York State Department of Transportation.
(c)
On all pipe end sections 24 inches or over,
a twelve-inch minimum thickness poured concrete cutoff wall shall
be constructed a minimum of 24 inches below the end section for the
full width of the flared end.
(d)
Concrete headwalls for culverts shall be constructed
of poured concrete extending at least 12 inches above and 24 inches
below the pipe. Concrete headwalls shall be at least 12 inches thick
and as wide as the top of the ditch, but not less than three pipe
diameters wide.
(e)
All culverts crossing a street without a curb
and a gutter where a guide rail is not utilized shall be marked at
each end by an eighteen-inch-by-eighteen-inch yellow reflectorized
hazard marker set at the edge of the shoulder and mounted on a galvanized
steel delineator post, all in conformance with the New York State
Manual of Uniform Traffic Control Devices.
E.
Stormwater sewers.
(1)
No stormwater sewer shall be less than 15 inches in
diameter, except that catch basin connections may be as small as 12
inches in diameter.
(2)
All storm sewer lines shall be designed and constructed
to give mean velocities, when flowing full, of not less than 2.0 feet
per second. Velocities over 12 feet per second shall be avoided by
the use of drop manholes. When velocities over 12 feet per second
are unavoidable, the pipe shall be anchored to prevent movement, and
the standard manhole designs indicated in the Standard Detail Drawings[1] shall be modified to adequately reinforce such structures
against the increased forces.
[1]
Editor's Note: The Standard Detail Drawings
are on file in the Village Clerk-Treasurer's office.
(3)
Storm sewers shall be laid with a minimum of two feet
of cover over the top of the pipe. However, catch basin connections,
when constructed of corrugated steel pipe, may have a minimum of one
foot of cover at the catch basin.
(4)
Structures.
(b)
Manholes shall be installed at the end of each
line, at all changes in grade, size or alignment, at all intersections
and at intervals not exceeding 300 feet.
(c)
Catch basins shall be installed at all intersections
and at intervals not exceeding 300 feet.
(d)
All connections to stormwater sewers from catch
basins shall be made at a manhole.
F.
Stormwater sewers and culvert pipe materials.
(1)
Pipe used in storm sewer systems shall be reinforced
concrete pipe or PVC pipe when 15 inches nominal diameter and smaller
or corrugated polyethylene pipe when 12 inches to 24 inches nominal
diameter, except that corrugated steel pipe may be used to connect
a catch basin to a manhole.
(2)
Pipe used for culverts shall be reinforced concrete
pipe or corrugated steel pipe, PVC pipe in the above-stated sizes
or corrugated polyethylene pipe in the above-stated sizes.
(3)
Concrete pipe shall conform to ASTM Standard Specification
C-76, Class IV, minimum, pipe. Increase in pipe class shall be determined
in accordance with the height of fill standards of the New York State
Department of Transportation. Joints shall be sealed with flexible,
watertight elastomeric gaskets or approved bituminous or plastic sealers.
(4)
Corrugated steel pipe shall conform to New York State
Department of Transportation Specifications, Section 707-2, and the
following: All-corrugated steel pipe shall be bituminous coated and
shall have a bituminous paved invert or be a fully paved pipe. All
pipe ends shall have annular corrugations in order to receive annular
coupling bands or end sections. The minimum thickness of pipe shall
be 16 gauge and shall be increased in gauge in accordance with the
height of fill requirements of New York State.
(5)
Corrugated polyethylene pipe 12 inches to 24 inches
in diameter shall conform to AASHTO Designation M294, with corrugations
on the outside and a smooth inside. Joints shall be coupling-type
in accordance with AASHTO Designation M294.
(6)
PVC pipe and fittings 15 inches nominal diameter and
smaller shall conform to the requirements of ASTM D 3034, Type PSM
Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings (SDR)-35 or ASTM
F 789, Type PS-46 Poly (Vinyl Chloride) (PVC) Plastic Gravity Flow
Sewer Pipe and Fittings.
(7)
PVC pipe and fittings 18 inches nominal diameter and
larger shall conform to the requirements of ASTM F 679, Poly (Vinyl
Chloride) (PVC) Large Diameter Plastic Gravity Sewer Pipe and Fittings
(SDR)-35.
(8)
Joints for all PVC pipe shall be a gasketed type conforming
to the requirements of ASTM D3212.
G.
Pipe laying.
(1)
All stormwater drainage systems shall be installed
to the line and grade indicated on the approved drawings.
(3)
Pipe laying shall begin at the downgrade end and progress
in the upgrade direction. Pipe with bell and spigot joints shall be
laid with bells upgrade. Pipe with tongue and groove shall be laid
with the groove upgrade. The pipe shall be laid so that the invert
will be smooth and uniform.
H.
Storm sewer line testing. All storm sewer lines shall
meet the following test in the presence of the Village inspector:
A lamplight shall be clearly visible between manholes. Pipe which
is not true in vertical or horizontal alignment or which shows any
settlement after laying shall be taken up and relaid at the subdivider's
expense.
I.
Appurtenances. Pump stations, flap valves, sluice
gates and appurtenances to stormwater drainage systems shall be designed
and constructed to afford maximum public safety, dependability and
efficiency in operation and maintenance. Two copies of as-built drawings
of these facilities, together with all manuals and descriptive data,
shall be furnished to the Village Clerk-Treasurer before the facilities
will be accepted by the Village.
J.
Pipe bedding and backfill material. Material referred
to in the Standard Details[4] for trench excavation, pipe bedding and backfill shall
conform to the following:
(1)
Pea gravel for pipe bedding shall be screened gravel
or crushed stone or crushed gravel and shall consist of clean, hard
stone of uniform quality, free from coatings and thoroughly washed.
It shall be sized to meet Gradation No. 1A of the New York State specifications.
(2)
Angular material for pipe bedding shall be crushed
stone or crushed gravel which shall consist of clean, hard fragments
of rock or stone of uniform quality, free from coatings and thoroughly
washed. It shall be sized to meet Gradation No. 1A of the New York
State specifications.
(3)
The select material shall be excavated material that
is free from clods, frozen material, debris and stones in excess of
three inches. Such select material shall be hand-shoveled from the
excavated material, with care taken to exclude clods, stones in excess
of three inches, frozen material and debris.
(4)
Bank gravel fill shall be clean, well-graded material.
The particles shall be of such size as will pass through a three-inch
square sieve, 30% to 65% by weight shall pass a one-fourth-inch square
sieve, and not more than 10% by weight shall pass a No. 200 mesh sieve.
(5)
Screened gravel fill shall be clean, hard and uniformly
graded screened gravel, crushed stone or crushed gravel and shall
be either Size No. 3 or Mixed No. 1 and No. 2 of the New York State
specifications. The size to be used shall be as ordered by the authorized
Village inspector.
[4]
Editor's Note: The Standard Detail Drawings
are on file in the Village Clerk-Treasurer's office.
A.
Capacity.
(1)
The water distribution system shall be designed to
provide an average daily flow of 100 gallons per capita per day. The
system shall be capable of supplying a maximum domestic flow equal
to nine times the average daily flow, while maintaining a minimum
pressure of 40 pounds per square inch at the street level. Provisions
shall be made to prevent pressures from exceeding 120 pounds per square
inch.
(2)
The water distribution system shall be capable of
supplying a four-hour fire flow of 750 gallons per minute, plus a
domestic flow 1 1/2 times the average daily flow, from a hydrant
while maintaining a residual pressure of 20 pounds per square inch
at the hydrant.
B.
Water mains.
(1)
All water mains, except for service connections, shall
be ductile iron pipe conforming to American National Standards Institute
(ANSI) Standard A21.51.
(2)
All fittings shall comply with ANSI A21.10.
(3)
Pipe and fittings shall be furnished with cement lining
conforming to ANSI A21.4.
(4)
All pipe, fittings, valves and hydrants shall be joined
using push-on joints with rubber gaskets conforming to ANSI A21-11.
Push-on joints shall have two bronze wedges per joint applied evenly
and diametrically opposite each other to provide electrical continuity.
(5)
Thickness design for ductile iron pipe shall be in
accordance with ANSI A21.50 but in no case shall be less than Class
52.
(6)
Water mains shall have a minimum diameter of eight
inches, except six-inch mains may be allowed for minor distribution
mains as approved by the Village's Engineer.
(7)
The system shall be interconnected at all intersections,
and dead ends shall be avoided wherever possible. Where long runs
are not interconnected at frequent intervals, the main shall have
a minimum diameter of 12 inches.
C.
Gate valves.
(1)
All gate valves shall be iron-bodied, brass-mounted,
resilient wedge double disc valves with nonrising stems, O-ring packing
and two-inch operating nuts. The valves shall conform to the Standard
Specifications of the American Water Works Association (AWWA) C 509.
The valves shall open clockwise and shall be equipped with an adjustable
metal valve box with cover.
(2)
Buried valves shall have mechanical joint ends. Exposed
valves, as in pump stations, may have flanged ends and suitable handwheels.
(3)
Valve boxes shall be cast iron, the two-piece extension
type, with a flared base. The word "Water" shall be cast in the lower
cover. The boxes shall be of such length as will be adapted, without
full extension, to the depth of cover required over the pipe at the
valve location.
(4)
Gate valves shall be placed at all street intersections
and in such locations that no more than 800 feet of main will have
to be isolated in the event of a shutdown. The location of all valves,
with ties, shall be recorded on the water utility plan.
D.
Hydrants.
(1)
Fire hydrants shall be cast-iron body, post-type hydrants
having compression valves with a four-and-one-half-inch diameter minimum
valve opening. The valve shall open clockwise. Hydrants shall have
two-and-one-half-inch hose outlets and one four-and-one-half-inch
pump outlet, all with national standard threads. Hydrants shall conform
to the AWWA Standard Specifications. Prior to ordering hydrants, the
subdivider shall contact the Village to determine the current Village
standard used for hydrants.
(2)
Each hydrant shall be connected to the main with a
six-inch mechanical joint, cast-iron or ductile iron pipe and fittings
and shall have a six-inch gate valve with an adjustable valve box
and cover between the hydrant and the main. Hydrants shall be bedded
in and surrounded with crushed stone to ensure drainage. A concrete
thrust block shall be installed behind each hydrant, and in addition,
all hydrants and hydrant valves shall be secured with tie-rods through
to the main line tee as directed by the Village inspector. Tie-rods
shall be coated with an approved bituminous material.
(3)
Hydrants shall be placed so that all buildings within
the water system will be within 400 feet of a hydrant. The maximum
distance between hydrants shall be 600 feet. Hydrants shall be placed
at all intersections at the high and low points of all mains and at
each dead end in the distribution system. Hydrants shall be set so
as to be readily accessible to the Fire Department and with the center
of the nozzle outlet at least 18 inches above the ground. All hydrants
shall be painted one coat of primer and two coats of hydrant enamel.
Hydrants shall have a yellow dome.
E.
Service connections.
(1)
Each property shall have an individual water service
connection.
(2)
The service connection shall consist of a corporation
cock at the main, Type K copper tubing having a maximum diameter of
3/4 inch, and a curb stop with an adjustable valve box brought flush
with the finished grade at a point near the right-of-way line. Care
shall be taken to provide slack in the tubing to prevent the service
from pulling away from the main in the event of settling. All curb
cocks shall be left closed and the line plugged in a manner approved
by the Village inspector. The corporation cock shall be Mueller H
15008, the curb stop shall be Mueller H 5204 or H 15209 and the curb
box shall be Mueller H 10314. However, prior to ordering these fittings,
the subdivider shall contact the Village to verify the current Village
standard used for service fittings.
(3)
The location of all service lines and shutoffs, with
ties, shall be recorded on the water utility plan.
F.
Pipe laying.
(1)
All water mains shall be installed in accordance with
AWWA C 600.
(2)
Pipe bedding and backfill shall be in accordance with
the Standard Details for the Village of Newark Valley.[1] Refer to § 140-13, Drainage facilities, Subsection J, for pipe bedding and backfill material specifications.
[1]
Editor's Note: The Standard Detail Drawings
are on file in the Village Clerk-Treasurer's office.
(3)
General requirements for water mains.
(a)
Particular care shall be taken not to injure
the pipe coating. The interior of the pipe shall be thoroughly cleaned
of foreign matter before being placed in the trench and shall be kept
clean during placing operations by plugging or other approved methods.
The full length of each section of pipe shall rest solidly upon the
pipe bed, with recesses excavated to accommodate bells and joints.
Any pipe that has the grade or joint disturbed after laying shall
be taken up and relaid.
(b)
Pipe shall not be laid in water or when trench
or weather conditions are unsuitable for the work, except by permission
of the Village inspector. When work is not in progress, the open ends
of pipe and fittings shall be securely closed so that no trench water,
earth or other substance will enter the pipe or fittings. Any section
of pipe found to be defective before or after placing shall be replaced
with sound pipe by the subdivider at his own expense. Fittings at
bends in the pipeline shall be firmly wedged against the vertical
face of the trench with concrete thrust blocks to prevent the fittings
from being blown from the lines when under pressure. Deflections from
a straight line or grade, as required by vertical curves, horizontal
curves or offsets, shall not exceed the maximum limits permissible
in accordance with AWWA C 600. If the alignment requires deflections
in excess of these limitations, special bends shall be furnished to
provide angular deflections within the limit set forth. Except where
necessary in making connection with other lines or as authorized by
the Village inspector, pipe shall be laid with the bells facing the
direction of laying.
G.
Tests for water mains.
(1)
After the pipe is laid and the trench backfilled,
the newly laid piping or any valved section of piping shall, unless
otherwise specified, be subject for one hour to a hydrostatic pressure
test of 50 pounds per square inch in excess of the anticipated static
pressure at the points of reading when the system is put in operation.
No piping installation will be accepted until or unless leakage (evaluated
on a pressure basis of 150 pounds per square inch) is less than 34
United States gallons per 24 hours per mile of pipe per inch of nominal
diameter of pipe in twelve-foot lengths, 26 gallons for pipe in sixteen-foot
lengths and proportionately varied for other lengths of pipe. In calculating
leakage, the Village inspector may make allowance for added joints
in the pipeline above the normal for unit length of pipe. Defective
material disclosed in the pressure test shall be replaced by the subdivider
at his own expense with sound material, and the test shall be repeated
until the test results are satisfactory to the Village inspector.
(2)
The subdivider shall provide all test equipment and
install necessary corporation stops for testing purposes, or at locations
of deadened lines for mechanically relieving entrapped air if no other
air release device is available, at his own expense. Before placement
of permanent paving, a measured leakage test of the entire pipeline
may be required at the discretion of the Village inspector. Leakage
loss shall be within the allowances hereinbefore specified.
H.
Sterilization. Each unit of completed supply line
and distribution systems shall be sterilized with chlorine before
acceptance for domestic operation. Sterilization shall be accomplished
as described below or by the system prescribed by AWWA C 601, as determined
by the Village inspector. The amount of chlorine applied shall be
such as to provide a dosage of not less than 50 parts per million.
The chlorinating material shall be introduced to the waterlines and
distribution systems in a manner approved by the Village inspector.
If possible to do so, the lines shall be thoroughly flushed before
introduction of the chlorinating materials. After a contact period
of not less than eight and preferably 24 hours, the system shall be
flushed with clean water until the residual chlorine content is not
greater than 1.0 part per million. All valves in the lines being sterilized
shall be opened and closed several times during the contact period.
After flushing, samples of water shall be taken from each section
of the main and an analysis made to determine the purity of the water.
Any section of the main not meeting the standard for purity shall
be rechlorinated and tested until acceptable. The results of the tests
shall be given to the Village inspector. All costs for water tests
will be paid for by the subdivider.
I.
Appurtenances. Booster pumping stations, storage facilities
and other appurtenances to the distribution system shall be designed
and constructed to afford a maximum of dependability and efficiency
in operation and maintenance. Two copies of as-built drawings of these
facilities, together with all manuals and descriptive data, shall
be furnished to the Village Clerk-Treasurer before the facilities
will be accepted by the Village.
J.
Water utility plan.
(1)
A reproducible Mylar and two copies of the as-built
water system showing the size and location of all pipes, valves, services,
hydrants and miscellaneous appurtenances, together with ties, including
elevations at street intersections and critical points throughout
the system, all in accordance with proper engineering practice, shall
be furnished to the Village Clerk-Treasurer before the system will
be accepted by the Village.
(2)
Water utility plan requirements shall be as follows:
(a)
Sheet size: 22 inches by 36 inches.
(b)
Scale: one inch equals 100 feet. If more than
one sheet is required, a clearly drawn match line shall be shown on
each sheet.
(c)
Title block: The name of the subdivision, the
title "Water Utility Plan," the date and the names of the subdivider
and the licensed engineer or surveyor.
A.
Design standards.
(1)
Sanitary sewers shall be designed for the estimated
ultimate tributary population. Stormwaters, roof drainage, and groundwaters
shall be excluded from sanitary sewers and house connections. In general,
sewers shall be sufficiently deep to serve basements. Any deviation
from this rule must be clearly noted on the subdivision plat and approved
by all governing authorities.
(2)
Sanitary sewer systems shall be designed on the basis
of an average daily per capita flow of sewage of not less than 100
gallons per day. Lateral sewers shall be designed to carry a peak
flow of 400 gallons per capita per day. Trunk sewers shall be designed
to carry a peak flow of 250 gallons per capita per day.
(3)
No sanitary sewer shall be less than eight inches
in diameter. All sanitary sewers shall be designed and constructed
to give minimal velocities, when flowing full, of not less than 2.0
feet per second, based on Kitter's formula using an "n" value of 0.013.
Where velocities greater than 15 feet per second are attained, special
provisions shall be made to protect against displacement by erosion
and shock.
[Amended 10-3-1994 by L.L. No. 1-1994]
B.
Sanitary sewer lines.
(1)
PVC pipe sanitary sewer and fittings shall conform
to ASTM Specification D3034. Pipe joints shall conform to ASTM Specification
D3212.
(2)
Ductile iron pipe for sanitary sewers shall conform
to ANSI A21.51, with fittings complying with A21.10. All pipe and
fittings shall be coated outside with a bituminous coating and shall
be cement-lined in accordance with ANSI A21.51. Pipe joints shall
be push-on joints conforming to ANSI A21.11. A minimum of Class 51
pipe shall be used.
C.
D.
House connections (laterals).
(1)
Laterals for house connection shall be four-inch pipe
conforming to ASTM Specification D3034 with rubber ring joints.
(2)
Laterals shall be laid from wye branches placed in
the sewer line to the street right-of-way line. A long sweep bend
shall be used at the wye branch, and the connection shall be laid
on a straight grade such that the end of the connection is sufficiently
deep to receive sewage from the basement. In no case shall the pipe
be laid on a grade less than 1/4 inch per foot. All laterals must
be laid straight and true to grade and alignment in a separate trench
from all other utility trenches.
(3)
The end of the lateral shall be tightly stoppered
in a manner approved by the Village inspector, and a two-inch-by-four-inch
piece of hardwood lumber shall be placed at the end of each house
connection, extending vertically to the grade of the street, to serve
as a marker. In addition, a No. 4 steel reinforcing rod, three feet
long, shall be buried adjacent to the hardwood.
(4)
The location of all wyes at the main, as referenced
to their distance from the manholes, and all lateral end markers with
ties shall be recorded on the sanitary sewer utility plan.
E.
Pipe laying.
(1)
Sanitary sewers shall be laid to the line and grade
indicated on the approved drawings so that the invert will be smooth
and uniform. Pipe which is not true in vertical or horizontal alignment
or which shows any settlement after laying shall be taken up and relaid
at the subdivider's expense.
(3)
Pipe laying shall begin at the lowest point and progress
upgrade with bells also laid upgrade.
(4)
Any pipe damaged by handling or which is found to
be defective in any respect is to be rejected.
(5)
Joints shall be assembled in accordance with the pipe
manufacturer's instructions and recommendations, as interpreted by
the Village inspector.
(6)
Lubricants, where required for joints, shall be the
type and make recommended by the pipe manufacturer.
F.
Tests for sanitary sewers.
(1)
All sewers shall be tested for watertightness in the
presence of the Village inspector and shall meet the requirements
set forth below before final acceptance of the work. The subdivider
shall furnish all necessary appliances and make the tests at his own
expense.
(2)
A lamplight shall be clearly visible between manholes.
(3)
Immediately prior to all tests, the contractor shall
determine the groundwater elevation, and this data shall be recorded
as part of the test information. Localized or spurting leaks of any
volume detected in sewers shall be permanently stopped.
(4)
The entire sewer line shall be tested by the exfiltration
test or the low-pressure air method.
(a)
Exfiltration test. Tests shall be made by filling
the sewer with water and measuring the quantity of leakage from the
sewer. The head of water during the tests shall be maintained at least
two feet above the highest section of the work being tested or at
least two feet above the elevation of the groundwater, whichever is
greater. The line shall remain filled for at least 24 hours to allow
absorption. After this period, makeup water shall be added to bring
the water level to the elevation specified above. The test shall be
conducted for 24 hours. The allowable leakage per 24 hours per inch
of diameter per 1,000 feet of sewer tested shall not exceed 30 gallons.
(b)
Low-pressure air method.
[1]
All branch fittings shall be securely plugged
to withstand the internal test pressures. The section of line being
tested shall also be securely plugged at each manhole. All stoppers
shall be adequately braced when required.
[2]
Air shall be slowly supplied to the plugged
pipeline until the internal air pressure reaches 4.0 pounds per square
inch greater than the average back pressure of any groundwater that
may submerge the pipe. At least two minutes shall be allowed for temperature
stabilization before proceeding further.
[3]
The pressure shall then be allowed to decrease
3.5 pounds per square inch, at which time a stopwatch shall be started.
At the end of the holding time on the Table for Sanitary Sewer Low-Pressure
Air Test shown in the Standard Detail Drawings,[3] the pressure drop shall be recorded. The pipeline shall
be considered acceptable if the pressure has not dropped below 2.5
pounds per square inch.
[3]
Editor's Note: The Standard Detail Drawings
are on file in the Village Clerk-Treasurer's office.
(5)
Should any leaks, defective joints or defective construction
be found, they shall be promptly made good, and should any defective
pipe or fittings be discovered, they shall be removed and replaced
with sound pipe or fittings in a satisfactory manner, at the subdivider's
expense.
(6)
Manholes shall be tested individually by filling with
water, and after a presoak period, the leakage rate shall be no greater
than 0.08 gallon per hour per vertical foot of manhole.
G.
Appurtenances. Sewage lift stations, disposal works
and appurtenances shall be designed and constructed to afford a maximum
of dependability and efficiency in operation and maintenance and shall
be approved by the Village's Engineer. Two copies of as-built drawings
of these facilities, together with all manuals and descriptive literature,
shall be furnished to the Village Clerk-Treasurer before the facilities
will be accepted by the Village.
H.
Sanitary sewer utility plan.
(1)
A reproducible Mylar and two copies of the as-built
sanitary sewer system showing the identification of all structures
by number, the location of all structures and miscellaneous appurtenances
and the size, the type of construction material and the slope of pipes
with invert and top-of-cover elevations at structures to the nearest
tenth of a foot, including the recording of the location of all lateral
wyes and lateral end markers with ties, all in accordance with good
engineering practice, shall be furnished to the Village Clerk-Treasurer
before the system will be accepted by the Village.
(2)
Sanitary sewer utility plan requirements shall be
as follows:
(a)
Sheet size: 22 inches by 36 inches.
(b)
Scale: one inch equals 100 feet. If more than
one sheet is required, a clearly drawn match line shall be shown on
each sheet.
(c)
Title block: The name of the subdivision, the
title "Sanitary Sewer Utility Plan," the date and the names of the
subdivider and the licensed engineer or surveyor.
A.
Type of pavement. All streets shall be constructed
with a four-inch two-course asphalt concrete pavement over a gravel
subbase course placed on a properly prepared subgrade.
B.
Preparation of subgrade.
(1)
The subgrade shall be graded to the proper distance
below the finish grade and shaped to drain and conform to the required
cross section of the finished street. Unsuitable material shall be
removed and replaced with acceptable material. Where unsuitable material
has been removed within the subgrade area, the material used for replacement
shall not contain stones larger than six inches in greatest dimension,
sod, roots, frozen soil or other objectionable material.
(2)
All fill material shall be placed in successive uniform
layers not exceeding eight inches in thickness, loose measure, and
each layer shall be thoroughly rolled over its entire area as herein
described. Water shall be added by pressure distributors or other
equipment in such amounts as considered necessary to obtain satisfactory
compaction. When the moisture content of the material is excessive
for satisfactory compaction, dry material shall be thoroughly incorporated
into the wet material, or a drying method acceptable to the Village
Supervisor of Public Works shall be used.
(3)
When the moisture content of the layer is within the
limits for proper compaction, the entire surface shall be rolled with
a pneumatic tire roller having an operating weight of between 1,000
and 2,500 pounds per tire or a smooth steel wheel roller having a
minimum weight of 10 tons. All portions of each layer shall be covered
by a minimum of eight passes of the roller.
(4)
Compaction shall be continued until the subbase has
been thoroughly compacted and shows no signs of weaving, to the satisfaction
of the Village Supervisor of Public Works.
(5)
In limited areas where the use of a roller is impractical,
approved vibrating place compactors or impact rammers shall be used
to compact the material.
C.
Gravel subbase course.
(1)
After the subgrade has been accepted by the Village
Supervisor of Public Works, a twelve-inch gravel subbase course shall
be constructed. The course shall be built in two six-inch compacted
layers. Compaction shall be accomplished in the same manner described
for the preparation of subgrade until thoroughly compacted and true
to grade and cross section. The finished subbase surface must be completed
with a ten-ton smooth steel wheel roller to the satisfaction of the
Village Supervisor of Public Works. The subbase shall then be primed
with 0.3 gallon per square yard of New York State Department of Transportation
cationic asphalt emulsion material 702-4101, then chipped lightly
and rolled.
(2)
Gravel for the subbase course shall be a clean, well-graded
material. The particles shall be of such a size as will pass through
a three-inch square hole, 30% to 65% by weight shall pass a one-fourth-inch
square sieve and not more than 10% by weight shall pass a No. 200
mesh sieve. The particles passing a No. 40 mesh sieve shall have a
maximum plasticity index of five. The particles retained on the one-fourth-inch
square sieve shall have a loss after four cycles of the magnesium
sulfate soundness test not exceeding 30% by weight.
D.
Wearing course.
(1)
The wearing course shall consist of a four-inch asphalt
concrete pavement placed in two courses (binder and top). Asphalt
concrete materials and construction procedures shall comply with New
York State Department of Transportation Specifications for Bituminous
Pavements, Section 400.
(4)
The pavement shall not be applied over manhole covers
and frames or curbs. Any material adhering to the covers, frames or
curbs shall be removed.
E.
Shoulders. Shoulders shall be constructed in accordance
with the requirements for the gravel subbase course. The subgrade
shall be properly prepared and the prime coat eliminated.
A.
Placement. Right-of-way monuments shall be placed
at all intersecting lines, angle points, points of tangency and points
of curvature and on line at intervals not exceeding 1,000 feet. All
monuments shall be placed by a licensed land surveyor.
B.
Construction. Right-of-way monuments shall be three-fourth-inch
diameter steel rods 36 inches long. Pipe will not be approved for
monuments. The monuments shall be driven flush with the ground and
marked with a two-by-two wooden guard stake. Before the street will
be accepted for maintenance by the Village, all monuments must be
placed. Any monuments which are disturbed or destroyed during construction
shall be replaced by the subdivider prior to acceptance.
A.
Placement. Street name signs shall be placed at all
intersections in such position as to be readily visible to both vehicular
and pedestrian traffic, in accordance with the New York State Manual
of Uniform Traffic Control Devices.
B.
Posts. Signposts shall be three-and-one-eighth-inch
hot-dipped galvanized flanged steel channel posts with three-eighths-inch
holes drilled on one-inch centers. Posts shall be embedded a minimum
of three feet zero inches below finished grade. The top of the posts
shall be fitted with a manufactured sign bracket adapted to fit the
post. Post length shall be sufficient to provide a minimum clearance
of seven feet between the bottom of the lowest sign and the finished
grade.
C.
Signs.
(1)
Street name signs shall be made of aluminum covered
with reflective material as manufactured by Scotchlite or approved
equal. The signs shall have white letters on a green background and
shall be readable from both sides.
(2)
All signs shall conform to the standards of the New
York State Manual of Uniform Traffic Control Devices and shall be
subject to the approval of the Village Supervisor of Public Works.
In general, guide rails shall be corrugated
beam or cable-type construction. Box beam guide rails may be required
and approved for specific cases. All materials and installation procedures
shall comply with the standards of the New York State Department of
Transportation unless specifically waived by the Village Supervisor
of Public Works.
A.
Construction. Retaining walls shall be concrete gravity
walls, reinforced concrete cantilever walls, concrete crib walls,
or steel-bin-type walls. Applicable New York State Department of Transportation
standards shall be followed. The use of gabion construction shall
be specifically approved by the Planning Board. When approved, applicable
manufacturer's construction standards shall be followed. All walls
or structures designed to retain earth fills shall be proportioned
to withstand pressure as given by Rankine's formula, but no structure
shall be designed for less than an equivalent fluid pressure of 30
pounds per cubic foot. When highway traffic can come within a distance
from the top of the structure equal to 1/2 its height, the pressure
shall have added to it a live load surcharge pressure equal to not
less than two feet of earth.
B.
Concrete specifications. Plain and reinforced concrete
shall comply with the Building Code Requirements for Reinforced Concrete
(ACI 318) using air-entraining portland cement. Concrete shall develop
a minimum twenty-eight-day compressive strength of 3,000 pounds per
square inch.
A.
General.
(1)
Sidewalks and combined curbs and gutters shall be
constructed of concrete and shall conform to the Standard Detail Drawings.[1] All work shall be constructed to the line and grade indicated
on the approved drawings. Provisions for a ramp for the handicapped
shall be constructed in conformance with the Standard Detail Drawings.
[1]
Editor's Note: The Standard Detail Drawings
are on file in the Village Clerk-Treasurer's office.
(2)
Gravel previously described in § 140-16C, Gravel subbase course, shall be used to replace unsuitable subgrade material or raise the level of the subgrade under sidewalks or curbs and gutters. Other porous material approved by the Village Supervisor of Public Works may be used under sidewalks. All fill shall be thoroughly compacted.
(3)
Nonextruding, premolded expansion joints extending
completely through the joint shall be placed at intervals not greater
than 50 feet in sidewalks and combined curbs and gutters and in joints
where other walks or drives join sidewalks or curbs.
(4)
Contraction joints, extending 1/3 of the way through
from the top, shall be placed at five-foot intervals in sidewalks
and combined curbs and gutters. Contraction joints may be sawed.
(5)
Unless specifically waived by the Village Supervisor
of Public Works, approved ready-mix concrete shall be used for sidewalks
and curbs and gutters. Ready-mix concrete shall be mixed and delivered
in accordance with the requirements set forth in ASTM C 94. Sidewalks
and combined curbs and gutters shall be constructed in one course.
B.
Concrete materials.
(1)
Sand and gravel shall be screened and washed from
injurious amounts of clay, loam, and dirt. Sand shall be sharp, coarse
natural sand. Gravel shall be crushed gravel or broken stone having
a maximum size of one inch. All aggregates shall comply with ASTM
C 33. Cement shall be Type IA or IIA air-entraining portland cement
complying with ASTM C 175. Ready-mix concrete may incorporate Type
I or Type II portland cement complying with ASTM C 150, with an air-entraining
mixture complying with ASTM C 260. Mixing water shall be suitable
to drink.
(2)
The concrete used shall develop a minimum twenty-eight-day
compressive strength of 4,000 pounds per square inch and shall contain
6% plus or minus 1% entrained air. The water-cement ratio shall be
such as will produce the required strength using a minimum of six
bags of cement per cubic yard without admixtures, except air-entraining
agents. The proportions of aggregate to cement shall be such as to
produce a mixture which will work readily into corners of the forms
and around reinforcement with the method of placing employed in the
work, but without permitting the materials to segregate or excess
free water to collect on the surface.
C.
Placing and finishing.
(1)
Concrete shall be handled in such a manner as to prevent
the segregation of materials and the intrusion of foreign matter and
excess water. All concrete shall be placed within 20 minutes after
being mixed.
(2)
Concrete shall be placed only in clean, oiled forms
set true to line, grade and dimensions and only on well-compacted,
damp subgrade free from loose or objectionable materials and frost.
It shall be placed as nearly as possible to its final position and
thoroughly consolidated with suitable tools and equipment to prevent
the formation of voids or honeycombing.
(3)
The concrete shall be screeded and floated to a true,
even surface without bringing free water and lines to the surface.
No water shall be added to the surface for finishing. Joints and edges
shall be rounded with a suitable tool, and walks shall be given a
broom finish.
D.
Curing and protection.
(1)
All walks and combined curbs and gutters shall be
cured by spraying on a white pigmented membrane curing compound immediately
after finishing. Curing compounds shall comply with ASTM C 309.
(2)
Cold weather concreting. Concrete shall not be placed
when the subgrade is frozen. Concrete placement may be started when
the air temperature and the surface temperature of the area where
concrete is to be placed are 40° F. in the shade or higher. When
the temperature is expected to fall below 35° F. during the curing
period (seven-day minimum), a layer of straw enclosed with a waterproof
covering shall be spread and maintained over the concrete.
[Added 10-3-1994 by L.L. No. 1-1994[1]]
Any person, firm, corporation or other party
violating any provision of this article is deemed guilty of an offense
upon conviction and is subject to a fine not exceeding $250 or imprisonment
for not more than 15 days, or both. In addition, a violation of this
article constitutes a violation under the Penal Law of the State of
New York. Each day that a violation continues shall be deemed a separate
offense.
