[Amended 12-3-1999 by L.L. No. 33-1999]
A.
Incorporated into chapter. The Town Planning Board, in conjunction with the Town Engineer, has developed Standard Details regarding the design of various required subdivision improvements, including without limitation those set forth in § 220-1.05G(1) of this chapter. Said standard details are hereby adopted and incorporated herein as Part 5, Appendix, Article XXI, Standard Details, of this chapter and declared to be a part hereof. Such standard details may consist of more than one sheet and from time to time may be amended by the Town Board by local law without the necessity to amend any other provision, part or section of this chapter.
B.
Town Engineer's approval. All manholes, catch basins,
seepage pools, recharge basins, road cross sections, fire protection
improvements and the like shall be constructed in accordance with
the standard details.[1] A print of the appropriate standard details shall be incorporated
in each set of final road and drainage plans submitted for the Town
Engineer's approval.
A.
Proportioning. Concrete shall consist of one part
portland cement, two parts of clean washed sand, four parts of three-fourths-inch
broken stone or cleaned washed gravel.
B.
Strength. All concrete shall have a minimum compressive
strength of 3,500 pounds per square inch when tested 28 days after
pouring.
C.
Temperature. Concrete shall be poured at a minimum
temperature of 40° F. and rising.
D.
Curing. Concrete shall be maintained in a moist condition
for at least five days after placement.
E.
Rejection. All concrete shall be deposited with a
designed slump of four inches to five inches. Any concrete not acceptable
to the Town Engineer shall be rejected and immediately removed from
the job site.
A.
Material. All reinforcing steel shall conform to the
ASTM Specification No. A15, latest edition with deformations conforming
to ASTM Specification No. A305, latest edition.
B.
Placing. Reinforcement shall be accurately placed
in accordance with the approved plans and shall be held securely in
place during the pouring of concrete.
A.
Material. All drainage piping shall be either reinforced
concrete pipe in accordance with ASTM Specification No. C 76, latest
edition or corrugated metal pipe in accordance with ASTM Specification
No. M 36-70. Corrugated metal pipe shall be a minimum of 16-gauge
and shall be fully coated with a factory applied bituminous coating.
However, all piping in a subdivision must be of one type or the other.
B.
Placing. All drainage piping shall be accurately laid
to the grades as shown on the plans. All pipe shall be well bedded
in place, and concrete pipe shall be laid with bell ends up grade
with all joints adequately cemented. Corrugated metal pipe shall have
field connections consisting of corrugated bands so constructed as
to lap on equal portions of each of the pipe sections to be connected.
A detail of the recharge basin shall be required in accordance with § 220-2.11D(5)(f) and the Standard Details.[1] The location of these drainage facilities, dimensions,
elevations, fencing, ramp and planting shall be shown.
A.
Excavation. Excavation shall be carried down to good
leaching material. A test hole shall be required at the bottom elevation
of the recharge basin and shall indicate at least five feet of good
leaching material. Percolation tests may be required at the discretion
of the Town Engineer.
B.
Ramp. A twelve-foot wide ramp at a maximum grade of
10% shall be provided to the higher level of the bottom of the basin
for maintenance purposes. The ramp shall be paved to a width of 10
feet in accordance with the Planning Board's road specifications.
A.
A six-foot-high green or brown vinyl-coated chain
link or alternate type fence to be approved by the Planning Board
shall be erected around the recharge basin.
B.
Chain-link fabric shall be two-inch mesh, No. 9-gauge
wire, hot-dipped galvanized after fabrication. Wire shall be twisted
and barbed top and bottom. All necessary pipe shall be galvanized
with sizes and weights as follows:
(1)
Line posts: one-and-seven-eighths-inch H-beam
at 2.75 pounds per linear foot or two-inch outside diameter pipe at
2.72 pounds per linear foot.
(2)
Corner posts: three-inch outside diameter pipe
at 9.79 pounds per linear foot.
(3)
Gateposts: four-inch outside diameter pipe at
9.11 pounds per linear foot.
C.
Fence shall include a one-and-five-eighths-inch outside
diameter top rail securely jointed with necessary expansion sleeves.
D.
A concrete curb eight inches by 18 inches shall be
provided under the entire length of the fence, and the depth shall
be increased to 36 inches at all posts.
E.
Three five-sixteenths-inch galvanized rods 12 inches
long shall be placed two feet six inches apart in each ten-foot panel.
There shall be a one-foot-long right-angle hook formed on one end
of the rod. The hook end of the rod shall be placed five inches below
the top surface of the concrete curb. After fabric has been placed,
the top six inches of the rod shall be bent toward the inside of the
reaching basin to form a tight hook around mesh wire.
F.
All terminal posts shall be furnished with horizontal
braces and turnbuckle attachments with three-eighths-inch rods. Braces
shall be one-and-five-eighths-inch outside diameter pipe at 2.27 pounds
per linear foot.
G.
Fittings shall be galvanized malleable iron or pressed
steel. All ties to be of No. 9-gauge aluminum wire. For line posts
installed, one tie for every foot of fabric height. For rail and braces,
the ties shall be approximately 24 inches apart.
H.
Three strands of aluminum barbed wire running the
entire length of the fence above the fabric and gates and supported
on the line posts by means of inwardly sloping barb arms at an angle
of 45° shall be installed.
I.
Double gates for a sixteen-foot-wide opening shall
be installed in accordance with manufacturer's specifications. The
gates shall be reinforced with one-and-five-eighths inch outside diameter
pipe welded to frame and three-eighths-inch rods attached at the corners
with a turnbuckle. All welds shall be painted. Fabric shall be two-inch
mesh by No. 9-gauge wire, galvanized. Gate shall be equipped with
a drop bar locking device and lock.
J.
North land hinge OH-45. or equal, Northland drop bar
locking device G-10, or equal, and Wickwire center shop No. 8725,
or equal, shall be used on all entrance gates. All material shall
be hot-dipped galvanized after fabrications.
K.
A reinforced concrete curb 18 inches wide and 24 inches
deep shall be constructed under the gate opening extending six inches
beyond the gateposts. The top of the curb shall be 1 1/2 inches
below the bottom rail of the gates. The locking device for the gates
shall extend into an approved center top set in the concrete curb.
One lock and two keys shall be delivered to the Superintendent of
Highways. Locks shall be bronze body and cylinder as manufactured
by Yale and Town No. 852, keyed alike to key change No. 18970.
All streets shall be paved to the widths as
required. The typical street cross section shall be as shown on the
Standard Details.[1] All parking areas shall be improved to the dimensions
shown on the approved plan. Where paved parking areas are deemed necessary
and appropriate by the Planning Board or where applicants propose
paved surfaces, such paving shall conform to the cross section on
the Standard Details.
A.
Preparation of subgrade. All trees, stumps, large
stones and debris shall be removed from the construction area. The
subgrade shall then be prepared by excavating or filling to the approved
cross section and profile with all visible roots and large stones
removed.
B.
Preparation of subbase.
(1)
The subbase shall consist of a minimum of eight
inches of a mixture of nonplastic, well-graded sand, silt and clay
conforming to classification group A-1 of the United States Public
Roads Administration as follows:
(a)
Liquid limit: 25 maximum.
(b)
Plasticity index: six maximum.
(c)
Shrinkage limit: 14 to 20.
(d)
Centrifuge moisture equivalent: 15 maximum.
(e)
Shrinkage ratio: 1.7 to 1.9.
(f)
Volume change: zero to 10.
(g)
Linear shrinkage: zero to three.
(h)
Percent silt: 10% to 20%.
(i)
Percent clay: 5% to 10%.
(j)
Percent passing No. 10: 20% to 100%.
(k)
Percent passing No. 40: 10% to 70%.
(l)
Percent passing No. 200: 3% to 25%.
(2)
The subbase shall be carefully shaped to the
approved cross section and profile and then compacted with a self-powered
roller weighing at least 10 tons to a compacted density of 95% at
optimum moisture content. Upon completion of the subbase compaction,
the developer shall request a fine grade inspection by the Town Engineer
and shall not proceed with further roadwork until such inspection
has been made and the roadwork approved. Should the subbase material
be found to be unacceptable, the developer shall use one of the following
procedures:
(a)
Remove the unacceptable subbase material to
a depth of eight inches and replace with group A-1 material.
(b)
Mix subbase to a depth of eight inches with
the proper amounts of new soil causing the subbase material to fall
within the limits of group A-I material.
(c)
Prior to the placement of any base course materials,
the subbase shall be cleaned of all loose and foreign material.
C.
After approval by the Town Engineer of the prepared subbase as per § 220-3.23B, a two-and-one-half-inch bituminous binder base course shall be placed. Material shall consist of New York State Department of Transportation Type 3 asphalt concrete binder. Alternate base course specifications, including the use of recycled products, may be used. Any substitution must be requested in writing to the Superintendent of Highways and may only be used if approved, in writing, by the Superintendent of Highways.
[Amended 6-21-1991 by L.L. No. 16-1991]
D.
Alternate base course.
(1)
Description. This base consists of dry-bound
dense graded aggregate base course which shall be uniformly placed
so that, after thoroughly rolling and compacting, a minimum depth
of 4 1/2 inches for residential roads and a minimum depth of
six inches for commercial roads is obtained.
(2)
Materials.
(a)
The base course blend shall consist of well-graded
crushed stone. The base course blend shall be the following mechanical
gradation:
|
Screen Size
|
Percent Passing
| |
|---|---|---|
|
1 1/2 inches
|
100
| |
|
1 inch
|
90 to 100
| |
|
1/2 inch
|
65 to 85
| |
|
3/8 inch
|
55 to 75
| |
|
No. 4
|
40 to 55
| |
|
No. 8
|
30 to 45
| |
|
No. 30
|
16 to 27
| |
|
No. 200
|
0 to 10
|
(b)
The amount of material passing the two-hundredth-mesh
screen shall be determined by washing in accordance with ASTM Designation
No. C-117-62T. The portion of the base course blend that is smaller
than No. 40 screen shall have a plasticity index of zero, according
to ASTM design No. D424, latest edition. The course aggregate shall
be a resistance to abrasion by the Los Angeles abrasion test of not
more than 20.
(c)
Of the particles retained on the one-half-inch
square sieve, no more than 10% 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 its least
dimension.
(d)
The course aggregate, when subjected to five
cycles of the soundness test, shall have a weight loss of not more
than 5% when sodium sulfate is used. The material shall also achieve
a maximum dry density of not less than 145 pounds per cubic foot at
optimum moisture content when tested in accordance with ASTM Designation
No. D 1557, latest edition, a method D, except that the sample used
shall retain all of the course aggregate sizes.
(3)
Method of construction.
(a)
The soil subbase shall be smooth, parallel to
and at the required depth below the dense graded base surface. The
soil subbase shall not be in a muddy or frozen condition. The dense
graded base material shall be deposited on the soil subbase by means
of a dump truck spreader tailgate or any other approved method of
depositing.
(b)
The spreading of the material shall be by means
of approved self-propelled spreader equipment. No segregation of large
or fine particles will be allowed, and the material as spread shall
be well graded. After the base course has been laid loose, it shall
be thoroughly rolled with an approved roller weighing not less than
10 tons. Rolling must begin at the sides and continue until there
is no movement of the course ahead of the roller. A pneumatic roller
shall be employed at all times as for breakdown rolling.
(c)
The base course shall be kept in a moist condition
to allow compaction to maximum density. Six percent moisture shall
be a guideline for the optimum moisture content.
(d)
In lieu of the above method of finishing rolling,
the contractor may, at his option. use a vibratory method as follows:
after the material is spread evenly, so that it will have required
thickness after compaction, the entire area shall be compacted by
an approved vibratory compactor. Vibration shall continue until the
material is keyed sufficiently to permit rolling with an approved
roller without displacement of the material. For breakdown rolling
a pneumatic roller must be used.
(e)
Care shall be exercised to see that the voids
in the base course are completely filled, but the operation of vibratory
compaction shall not be such as to cause floating of the course aggregate.
(f)
The entire area shall then be rolled with an
approved roller weighing not less than 10 tons. Rolling shall begin
at the sides and continue toward the center and shall continue until
there is no movement of the course ahead of the roller.
(4)
Testing.
(a)
The thickness of the base course shall be determined
by the method directed by the Town Engineer, and a sieve analysis
shall be performed as directed by the Town Engineer.
(b)
Upon completion of the aggregate base course,
the contractor shall request an inspection by the Town Engineer and
shall not proceed with further roadway work until such inspection
has been made and the work approved.
E.
Run-of-bank plant mix, asphalt base course. An asphaltic
run-of-bank bituminous plant mix may be used in lieu of the stabilized
or compacted stone base. This base course shall be composed of run-of-bank
bituminous plant mix, properly spread and compacted to a required
thickness of 2 1/2 inches. This type of asphalt base may only
be used for driveways, common driveways or parking areas, unless otherwise
approved by the Superintendent of Highways.
[Amended 6-21-1991 by L.L. No. 16-1991; 12-3-1999 by L.L. No. 33-1999]
F.
Asphalt concrete paving. After completion, inspection
and approval of the base course installation, asphaltic concrete with
a minimum thickness of 1 1/2 inches shall be placed.
(1)
Materials.
(a)
Asphalt cement. The asphalt cement shall meet
the following requirements:
[1]
Homogeneous and free from water.
[2]
Specific gravity at 77° F. shall be 1.00
to 1.04 for petroleum asphalts.
[3]
Penetration of 77° F., 100 g., five seconds
shall be 85-10.
[4]
Percent penetration at 39.20 F., 200 g., one
minute to the penetration at 77° F. shall be not less than 30.
[5]
The loss on heating at 325° F. shall be
not more than 1% and the penetration of the residue shall be not less
than 60.
[6]
Solubility in carbon tetrachloride shall not
be less than 99.5% for petroleum asphalts.
[7]
It shall not flash below 34.7° F. when tested
by the Cleveland open cup method.
[8]
The ductility at 77° F. shall not be less
than 60.
(b)
Asphalt concrete: The asphaltic concrete shall
consist of a uniform mixture of broken stone, sand, mineral filler
and hot asphalt cement in accordance with the following:
|
Material
|
Sieve Size Square Openings
|
Percent Passing by Weight
| |
|---|---|---|---|
|
Broken stone
|
1/2 inch
|
100
| |
|
3/8 inch
|
50 to 100
| ||
|
No. 4
|
30 to 70
| ||
|
Sand and stone
|
No. 10
|
22 to 45
| |
|
No. 40
|
12 to 35
| ||
|
Screenings
|
No. 80
|
7 to 20
| |
|
No. 200
|
3 to 6
|
[1]
The normal asphalt content shall be 5% to 7 1/2%
by weight to total mix. Upper limit may be raised when using absorbative
aggregate.
[2]
The course aggregate shall consist of clean,
durable, broken stone showing a percent of wear when tested by the
Devel method, ASTM Designation No. D-2-33, or subsequent revisions,
of not more than 3.5%. It shall show not over 10% loss when subjected
to five cycles of a sodium or magnesium sulfate soundness test, ASTM
Designation No. C-88-41T, or subsequent revisions. Coarse aggregate
shall be considered to be that portion retained on the No. 4 sieve.
[3]
The fine aggregate shall consist of clean, natural
washed sand, rock sand or a combination of any of these materials.
[4]
Preparation. Prior to the arrival of the mixture
on the job, the base shall be cleaned of all loose and foreign material.
[5]
Placement. The pavement shall be deposited on
the subbase by a mechanical spreader and compacted to a minimum thickness
of 1 1/2 inches with a self-powered, ten-ton, two-wheel roller.
Rolling shall continue until all irregularities and roller marks disappear
and the surface shows no further compressibility. All pavement not
accessible to the roller shall be tamped with heated tampers weighing
not less than 25 pounds, having a bearing area not exceeding 48 square
inches. In lieu of heated tampers, mechanical tampers may be used.
The finished surface shall be smooth and even and shall not vary more
than 1/4 inch in 10 feet from the cross section or more than 3/8 inch
from true elevation. After completion of the top course pavement installation,
an inspection by the Town Engineer will be required.
G.
Topsoil and seeding.
(1)
Areas disturbed by construction work will be
smooth graded, will have objectionable exposed material removed from
the surface, will be topsoiled and seeded to prevent erosion of slopes,
gutters and pavements.
H.
Shoulder sealing. After completion of the asphalt
concrete pavement, the exposed base course shoulders shall be sealed
with two coats of one-fourth-to-three-eighths-inch stone chips and
asphaltic oil as shown on the Standard Details.[2] The asphaltic oil shall be applied at the rate of 0.50
gallons per square yard for the first coat and 0.30 gallons per square
yard for the second coat. The stone chip shall be applied at the rate
of 20 pounds per square yard for each coat. After placement of each
coat, the entire shoulder area shall be rolled with a roller weighing
not less than 10 tons. Shoulder sealing shall only be used if shown
on approved plans or if required by the Superintendent of Highways
or the Town Engineer.
[Amended 6-21-1991 by L.L. No. 16-1991]
I.
Common driveway construction. (See Standard Details.[3])
[Amended 12-3-1999 by L.L. No. 33-1999]
(1)
Preparation. After clearing the required road
width and prior to applying the crushed stone and asphalt oil, the
subgrade and granular base shall be cleaned of all loose material.
(2)
Pavement materials. The pavement shall consist of a granular base with a minimum thickness of eight inches, meeting the requirements of § 220-3.23B(1). Subsequently, two applications of three-eighths-inch crushed stone and asphalt oil shall be placed to a thickness of 3/8 inch per application. After setting, all excess crushed stone is to be removed.
(a)
Materials and placement. Crushed stone with
RC 30 asphalt oil or approved equivalent: installed at the rate of
five-tenths (0.5) gallons per square yard for the first coat, and
thirty-five hundredths (0.35) gallons per square yard for the second
coat. The stone applied at the rate of 20 pounds per square yard for
each coat.
(b)
The installation will be in two applications,
24 hours apart. (See Standard Details.)
(3)
The above specifications shall apply unless
otherwise shown on approved plans or directed by the Town Engineer.
[Added 6-21-1991 by L.L. No. 16-1991]
J.
Street and common driveway intersections with state or county roads: These intersections shall be constructed as shown on the detail supplied by the appropriate agency permit. [See § 220-3.02D(3) and (4).]
[Amended 12-3-1999 by L.L. No. 33-1999]
A.
Street trees shall be provided in all subdivisions
in lieu of adequate existing trees.
B.
Trees shall be of a species approved by the Planning
Department adapted to grow under the town's climatic conditions. They
shall be vigorous, of symmetrical growth, free of insect pests and
disease, suitable for street use and durable under the maintenance
regime stipulated.
C.
The average trunk diameter measured at a height of
six feet above the finished ground level shall be a minimum of three
to four inches depending on good practice with reference to the particular
species to be planted.
D.
Trees shall be planted at intervals of from 30 to
60 feet apart (depending on the species and location of lot lines)
along both sides of the street and shall be located within the street
right-of-way eight feet from the property line.
E.
All planting shall be done in conformance with good
nursery and landscaping practice.
F.
All trees at transplanting shall have an adequate
sized ball of earth encompassing the roots in conformance with sound
landscaping practice and upon planting shall be staked as per the
Standard Detail sheet.[1] All trees, whether existing or transplanted, shall be
in a healthy condition at the time of the dedication of improvements
to the town.
G.
All trees whether existing or transplanted shall be
maintained consistent with good nursery and landscaping practice.
A.
Any parking lot with six or more parking spaces adjoining
a street shall have the street frontage screened with one or more
of the following: planted hedge, landscaping berm or fence. The area
between such screen and the street shall be stabilized with a planting
of acceptable plant species. In cases where existing vegetation already
provides adequate screening, such hedge, landscaping berm and/or fence
requirement can be waived by the Board.
B.
A parking lot which adjoins a residential development
on an adjacent site shall be screened by one or more of the following:
planted hedge, landscaping berm or fence.
C.
In parking lots serving residential uses, planting
areas shall generally be provided after each six parking spaces in
any row at the ends of each row of parking spaces in order to encourage
the use of trees in parking areas.
D.
In order to prevent large unbroken expanses of parking,
commercial parking lots shall have at least 5% of their surface devoted
to landscaping (exclusive of setbacks and street screening) arranged
in an appropriate and effective manner.
E.
Screen planting. Shrubs shall be planted four feet
apart in a staggered or straight line three feet from the parking
area boundary. The minimum height of each shrub shall be two feet,
and minimum spread shall be two feet. Trees shall be placed eight
feet apart and five feet from the parking area boundary. The minimum
height of each tree shall be four feet, and the minimum spread shall
be three feet. At least 50% of all trees and shrubs shall be evergreens
in any one screen. All shrubs and trees to be used in screens shall
be approved by the Planning Department.
F.
All trees and shrubs at transplanting shall have an
adequately sized ball of earth encompassing the roots in conformance
with sound landscaping practice and shall be staked or otherwise protected
in accordance with the Standard Detail sheet.[1]
G.
All landscape plantings shall be watered and maintained.
All dead plants shall be replaced.
A.
All shoulders, malls, embankments, berms and drainage
swales adjacent to roads and common driveways must be planted with
grass or other suitable ground cover in order to stabilize these areas
and prevent erosion.
B.
Areas disturbed by construction work will be smooth graded and will have all objectionable exposed materials removed from the surface. Where the existing soils are not suitable for such planting, the steps in Subsection B(1),(2) and (3) below shall be required in order to ensure the future health and vigor of the species to be seeded or planted.
(1)
Topsoil. Topsoils shall be placed at least six
inches deep on the surface of the shoulder, mall, embankment, berm
or drainage swale. The topsoil shall consist of natural loam, horticultural
soils free of refuse, hard clods, pebbles larger than one inch in
diameter, weeds or any other objectionable material. It shall contain
not less than 5% and not more than 20% organic matter. The surface
shall be smoothly graded to meet established elevations in accordance
with the final map.
(2)
Liming. Limestone shall be agricultural ground
limestone with a total carbonate content of not less than 80% of 44.8%
calcium oxide equivalent; for the purpose of calculation, total carbonates
shall be considered as calcium carbonate. Limestone shall be evenly
distributed at the rate of 50 pounds per 1,000 square feet and worked
into the top three inches of the soil.
(3)
Fertilizing. Not less than five days after the
application of the limestone. commercial slow-release fertilizer of
the appropriate potassium-nitrogen-phosphate ratio shall be evenly
distributed at the rate of 10 pounds per 1,000 square feet and worked
into the top three inches of the soil.
C.
Planting. Grass or cover seed shall be fresh, sorted,
free from weed seed and certified with a minimum germination of 80%.
The seed man's certificate of analysis shall be available for inspection.
For grass, seed shall be sown evenly at a rate of three pounds per
1,000 square feet. All seed shall be covered to a proper depth by
raking or other suitable means. After seeding and raking, the surface
shall be rolled with an approved roller weighing at least 100 pounds.
Grass seeding shall be done between April 1 and May 15 or between
August 15 and October 30 and shall not be accepted unless there is
a uniform growth evident over all seeded areas. Rolled sod of good
condition may be used in lieu of grass seed. For other ground covers,
the seeds (in the case of wildflower mixes) and the individual plants
must be viable and planted such that a dense growth ensues. All plants
and seed types (grass species, strains, etc.) must be approved by
the Planning Department.
D.
All stabilization plantings shall be maintained consistent
with good landscaping and horticultural practice.
E.
Before a road can be considered for acceptance and
the approval of the town inspecting official conferred, the stabilization
planting must be sufficiently established such that there is little
likelihood of future erosion.
[Amended 3-18-1988 by L.L. No. 1-1988]
A.
General standards and requirements.
[Amended 12-3-1999 by L.L. No. 33-1999]
(1)
Location and specifications. The location and
exact specifications of all fire protection installations, whether
wells, hydrants or cisterns, shall be approved in writing prior to
construction by the fire department and/or fire district having jurisdiction.
In general, all fire hose connection fittings shall be located no
less than six feet and no greater than nine feet from the curb or
edge of the pavement unless otherwise specified by the fire department
or district.
(2)
Prerequisite to issuance of building permit.
No building permit shall be issued until the Fire Department and/or
fire district having jurisdiction has provided the Planning Board
with written notification stating that said fire well, hydrant, cistern
or alternative fire protection device or system has been properly
installed and, as such, is approved by said Fire Department and/or
fire district.
(3)
Fire hydrants. Fire hydrants shall be installed and the necessary main extensions and connections made in all subdivisions or subdivision waivers or parts of any subdivision in those areas where public water is available within 1,500 feet. This requirement may be waived for residential subdivision waivers consisting of no more than two lots pursuant to § 220-4.04 of this chapter.
(4)
Fire wells, dry hydrants and cisterns. These fire-protection installations shall be provided, wherever practicable, in all subdivisions where a public water supply is not provided. Each of these fire-protection installations shall meet the minimum design standards specified in Subsection B below. All installations shall be protected against vehicle damage as specified in the Standard Details.[1]
(5)
Fire protection. Whenever a fire well, hydrant,
cistern or alternative fire protection device or system has been placed
on private land instead of in a public road right-of-way, the property
owner shall grant an easement to the Fire Department or fire district
having jurisdiction, said easement permitting the Fire Department
or district the right to access, maintain and use said fire protection
device or system.
B.
Specific standards and requirements for fire wells.
dry hydrants and cisterns.
(1)
Fire wells. Generally, fire wells shall be installed
where groundwater is within 15 feet of the proposed center-line elevation
of the road at the fire well station and shall be spaced a maximum
of 1,000 feet apart.
(a)
Prior to the installation of the fire well,
a test well with soil samples taken at five-foot intervals and test
pumping at a minimum flow shall be installed. The test well may only
be waived at the option of the fire department and/or fire district
having jurisdiction, upon written request.
(b)
The casing shall be eight inches in diameter.
Six-inch diameter may be permissible subject to test pumping data
and the express approval of the fire department and/or district having
jurisdiction.
(c)
The screen shall be 20 feet long, stainless
steel Type 316 ELC, wire wound, or as approved otherwise by the fire
department and/or district, based on test well data.
(d)
The depth of the well shall be a minimum of
25 feet to the top of the screen from the finished grade.
(e)
The minimum flow rate shall be 375 gallons per
minute for a period of one hour, at a maximum drawdown of 10 feet,
and shall be sand-free.
(f)
The development time shall be a minimum of 20
hours for each well.
(g)
The Planning Board may prescribe landscaping
or any other suitable form of screenings in connection with any electric
panel or cabinet associated with a fire well, provided that same does
not obstruct access by the Fire Department or fire district having
jurisdiction.
[Added 12-3-1999 by L.L. No. 33-1999]
(2)
Fire wells with submersible pumps. In general,
all wells shall be constructed to the minimum standards specified
herein and shown on the Standard Detail.[2]
(a)
Each well shall be designed and constructed
to deliver a minimum capacity of 375 gallons per minute (gpm) for
residential developments and 500 gpm for commercial developments.
Each well shall be sand-free at its required capacity for a minimum
of two hours' pumping time.
(b)
Each well may be constructed by conventional
cable tool, rotary or reverse rotary methods in accordance with the
standards of the National Well Water Association (NWWA).
(c)
Screens shall be Type 316 ELC, stainless steel,
wire wound, with slot size selected to provide required capacity and
sand-free operation. The screen setting shall be a minimum of 10 feet
below pump suction setting to top of the screen or to the top of the
inner casing for double-cased wells. The screen must be a minimum
of 20 feet long.
(d)
The well casing shall be eight-inch minimum
diameter, welded joint, ASTM A 36 steel, Schedule 40 or as approved
otherwise by the fire department and/or district.
(e)
The well casing shall be erected plumb for its
full length and tested per NWWA standards.
(f)
The connection of casing to screen shall be
by tight-fitting lead packer or rubber packet. An inner casing directly
attached to the screen will be acceptable, provided that the inner
easing extends a minimum of 10 feet above the bottom of the outer
well casing.
(g)
Each well shall be fitted with a submersible
pump designed to deliver a minimum capacity of 375 gpm or as otherwise
required for the particular installation by the fire department and/or
district. The pump shall deliver the required capacity at a minimum
pressure at the ground surface of 20 pounds per square inch gauge.
The pump shall be of noncorrosive construction throughout, suitable
for the particular groundwater quality it is installed in.
(h)
Each pump shall be complete with a close-coupled,
watertight, submersible electric motor of sufficient horsepower to
operate at zero overload at any point along the pump's certified performance
curve.
(i)
The electric pump motor shall be either single-
or three-phase, two-hundred-twenty volt, as approved by the fire department
and/or district.
(j)
Each well shall be complete with four-inch diameter
galvanized steel discharge pipe, Schedule 40, connected to a brass
adapter for a 4 1/2 inch N.S.T. steamer fire hose connection.
A cast-iron or brass-center lug-type cap with chain attached to the
fitting shall be installed. The discharge pipe and motor leads shall
extend through a pitless well adapter and sanitary seal. The hose
connection and cap may be of other suitable material that is acceptable
to the fire department or district.
(k)
All electrical wires are to be in rigid metal
conduit, underground from control box to well.
(l)
Each well shall be complete with all necessary
motor controls to operate the pump from a normal electric utility
source of energy and an alternate portable generator source of energy
of the respective fire department. All controls shall be installed
within a weathertight, lockable box (NEMA 3R or equal), properly supported
near the well. Exterior meters shall be installed on boxes unless
otherwise specified by the local fire department. A manual electric
transfer switch shall be provided for normal, off and emergency generator
operation of the well. An electrical pigtail connector shall be provided
to match and be capable of connection to the local fire department's
generator.
(m)
The exposed well casing and fire connections
shall receive two coats of paint as directed by the Fire Department
and/or district. In general, the hose connection cap shall be painted
with reflectorized-type paint and the well casing painted with weatherproof,
heavy-duty gloss Rustoleum or equivalent enamel, color as directed
by the local Fire Department or district. The casing shall be coated
with tar six inches above and 12 inches below the ground. The concrete
pad to be installed below the electrical panel shall be six inches
above proposed grade and pitch at a 2% grade towards the center of
the road right-of-way and/or common driveway.
[Amended 12-3-1999 by L.L. No. 33-1999]
(n)
The fire hose connection fittings on all installations
shall be located as directed by the local fire department and/or district
and shall be not less than six feet nor more than nine feet from the
curb or edge of pavement unless otherwise approved. The panel door
of the electrical box shall be installed to face in the opposite direction
of the well head and edge of roadway. The steamer caps shall be fastened
with chains to the well head. All installations shall be protected
against vehicle damage as specified in the Standard Detail.[3]
[Amended 12-3-1999 by L.L. No. 33-1999]
(o)
Each well shall be tested in the presence of
and subject to the acceptance of the fire department and/or district.
Any deviation from the above specifications by the installer must
be expressly approved by the fire department and/or district.
(3)
Dry hydrants. Dry hydrants shall only be installed
where the horizontal distance to a natural body of water is less than
3,000 feet and land elevation at the hydrant is less than 15 feet
above the water surface.
(4)
Fire cisterns. The design and installation shall
be as shown on the Standard Detail.[5] Said fire cistern design shall include a minimum volume
capacity of 10,000 gallons unless the Fire Department and/or fire
district having jurisdiction makes a written recommendation for a
lesser capacity to the Planning Board and the Planning Board adopts
same.
[Amended 12-3-1999 by L.L. No. 33-1999]
(a)
The number of cisterns with a minimum capacity
of 10,000 gallons required per road in a subdivision is to be determined
by the following equation, rounded to the nearest whole number:
|
1
|
+
|
linear feet of road - 1,000 feet
| ||
|---|---|---|---|---|
|
2,000 feet
|
(b)
A minimum of one cistern per road in the subdivision
is required.
C.
Special provisions for attached housing and/or multiple dwellings. All subdivisions filing under the provisions of Chapter 193 of this Code and which are to contain attached housing and/or multiple dwellings will be required to provide an adequate water supply for fire-fighting purposes as determined by this subsection. Fir-protection improvements sufficient to meet the water supply requirements, as determined below, shall be constructed.
(1)
Preliminary procedures. The applicant shall notify the Town Fire Marshal of his application, in writing, and request that a site survey be undertaken and water supply needs be calculated as described below. The applicant shall provide complete plans and drawings for all proposed structures with all dimensions and distances shown and indicating the intended occupancy and contents as indicated in Subsection C(3) below. The applicant shall notify the Town Fire Marshal, in writing, whenever any plans are made to alter any structure when such alteration would increase the total square footage of any of the structures. Again, complete plans and drawings for such alteration shall be provided as specified above.
(2)
OCCUPANCY HAZARD CLASSIFICATION NUMBER
OCCUPANCY HAZARD CLASSIFICATION NUMBER 7
STRUCTURE
Definitions. As used in Subsection C(3) below, the following terms shall have the meanings indicated:
A series of numbers from three to seven that are mathematical
factors used only in a formula to determine the total water supply
requirements for applications covered under this subsection. These
numbers are incorporated from the National Fire Protection Association
Publication No. 1231, copyright 1984. For the purposes of this regulation,
Occupancy Hazard Classification Number 7 shall be used with structure
types defined below.
Occupancies in this classification are considered light-hazard
occupancy, where quantity and combustibility of contents are low.
Fires in these occupancies can be expected to develop at a relatively
slow rate and have relatively low rates of heat release. Examples
of Occupancy Hazard Number 7 include apartments, colleges and universities,
dormitories, dwellings, hospitals, hotels and motels, libraries (except
large stockroom areas), museums, nursing and convalescent homes, offices
(including data processing), prisons and schools. This list of examples
shall not be interpreted as. being exclusive, but merely examples
of occupancy types falling within this classification.
A building erected for the support, shelter or enclosure
of persons, animals or property of any kind.
(3)
Site and structure survey. The Town Fire Marshal
shall perform a survey of all structures to be contained on the proposed
site in order to compute the total water supply required for fire-fighting
needs. The Fire Marshal shall compute the total water supply needed
in gallons as per the following:
(a)
Site areas. Where structures are close enough
in an area to be served by a single water supply, the water supply
shall be computed on the basis of the largest structure in the area.
This water supply shall not be less than 3,000 gallons.
(b)
Structures without exposure hazards. For single-
and two-family dwellings not greater than 1,200 square feet in total
area, including any attached structures, and with no portion of any
attached structural exposure hazard closer than 50 feet (unless the
attached structure is smaller than 100 square feet), the total water
supply shall not be less than 2,000 gallons. For all other structures
with no portion of any unattached structural exposure hazard closer
than 50 feet (unless the attached structure is smaller than 100 square
feet), the total water supply in gallons shall be determined by the
total cubic footage of the structure, including any attached structures,
divided by the occupancy hazard classification number. For the purposes
of this subsection, this number shall be seven as defined above. In
any event, the minimum water supply shall not be less than 2,000 gallons.
(c)
Structures with exposure hazards. For single
and two-family dwellings not greater than 1,200 square feet in total
area, including any attached structures, and with no portion of any
attached structural exposure hazard closer than 50 feet (unless the
attached structure is smaller than 100 square feet), the total water
supply shall not be less than 3,000 gallons. For all other structures
with unattached structural exposure hazards closer than 50 feet to
any portion of the structure and larger than 100 square feet, the
total water supply in gallons shall be determined by the total cubic
footage of the structure, including any attached structures, divided
by the occupancy hazard classification number determined from above
and that quotient multiplied by 1.5. The Town Fire Marshal and the
fire department or district having jurisdiction shall have the authority
to allow variances to these requirements where specific individual
conditions may require lesser amounts of water supply for exposure
protection. However, the water supply required for any structure shall
not be less than 3,000 gallons.
(d)
Water supply. The total water supply required for firefighting purposes as determined by Subsection C(3)(a), (b) and (c) above may be supplied from various sources, including wells, hydrants, cisterns, swimming pools, ponds, lakes, streams and other man-made and natural sources or a combination of such sources. Such apparatus or water supplies shall be within 1,000 feet of any and all housing clusters on the road servicing such cluster or clusters under consideration.
(e)
Post-calculation procedure. The Town Fire Marshal,
after completing the site and structure survey specified above and
computing the total water supply required, shall notify, in writing,
the appropriate fire department and/or district of the results of
the survey and of the total water supply required along with the proposed
location for such water supplies. The data submitted shall include
all calculations used to arrive at the total water supply, as well
as all plans and other backup data used for the structural site survey.
The fire department and/or district shall review said documents, and
if they meet with their approval, they shall be transmitted to the
Planning Board to be incorporated as part of the requirements for
preliminary approval of the subdivision. They shall also notify the
applicant as to the required water supplies and the location(s) of
those supplies. The fire department and/or district and the Fire Marshal
shall retain copies of all reports.
Concrete monuments shall be installed in the
locations shown on the final plat and shall be constructed according
to the details shown on the Standard Details.[1]
Trails shall be improved in the locations shown
on the final plat and shall be constructed as follows (See Standard
Details[1]):
A.
Clearing to be a minimum of four feet wide with two
feet on both sides pruned sufficiently to provide for stepping aside.
Overhead tree limbs shall be pruned to a minimum height of 12 feet
to provide for vertical clearance. Pruning will be done in accordance
with acceptable landscaping practice.
[Amended 12-3-1999 by L.L. No. 33-1999]
B.
Signs shall be placed equally along the trail.
C.
Trail warning signs consistent with the New York State
standard signs should be posted at all road crossings. (See Standard
Details for sign graphics.[2]) Directional trail markings should be posted along the
trails every 100 yards and at additional points where the trail makes
a significant turn. Directional trail markings should consist of white
paint blazes in the wooded trail areas and simple wooded arrows in
the nonwooded areas.
D.
Trails shall be at a natural grade of 5% (10% for
very short distances).
