These specifications may, for simplicity, be referred to as "Subdivision
and Dedication Road Specifications."
The following specifications shall apply to all roads hereafter constructed
within the Town of Yorktown, except as provided for herein, and with the additional
exceptions:
A. Roads specifically required to be of higher quality by
the Planning Board or Town Board.
B. Roads of higher quality offered by the road builder and
acceptable to the Superintendent of Highways and the Town Engineer.
All topsoil must be stripped from the bed of the proposed roadway and
from all surfaces to be disturbed by cut or fill, retaining a sufficient quantity
of such topsoil on the site for finish grading as required below.
Sidewalks, when required by town authority, shall be either concrete
or asphaltic concrete on a well-compacted, gravel base. Width of sidewalk
shall be a minimum of five feet with a slope of 1/4 inch to the foot toward
the curb or gutter of the roadway.
A. Concrete sidewalks.
(1) Concrete sidewalk shall consist of a five inch thick
single course of concrete laid on a gravel foundation five inches thick, except
in driveways where the concrete shall be seven inches thick and reinforced
with six-by-six steel fabric No. 6 gauge meeting ASTM Standard A-185. Design
concrete mix shall be as described below.
(2) Concrete sidewalks shall be built in independent rectangular
slabs approximately six feet long separated by one-fourth-inch joints. At
the juncture of driveways and sidewalks, one-half-inch, premolded bituminous
joints shall be installed.
(3) The top surface shall be finished to true smooth planes
by troweling and floating, and each rectangular slab shall have edges neatly
rounded with the proper tools. Concrete shall be cured in an approved manner
and the sidewalk shall be protected and kept in first-class condition until
accepted by the town.
(4) Concrete walks shall be constructed in accordance with
New York State Section 608.01, Subsection 608-3.01 of the New York State Department
of Transportation Standard Specifications dated January 2, 1981.
(5) Concrete shall be NYSDOT Class C concrete with a mix
criteria as follows:
(a) Portland cement, Type 2: 606 pounds per square yard.
(b) Water/cement (weight): 0.44.
(c) Sand percentage of total aggregate (solid volume): 35.8%.
(e) Type of coarse aggregated gradation: CA2.
(f) Slump:
[1] Design range: 1 1/2 to 2 1/2 inches.
(6) All concrete surfaces shall be brought to the proper
grades by means of a strike board. The screeds shall then be removed and space
filled with concrete, which is well floated with a wood float, in a manner
that will thoroughly compact it and provide a smooth, even surface.
(7) All surfaces shall receive the following treatment: after
the water sheen has disappeared, the surface shall be trowelled only enough
to make smooth, followed by a light brushing with a hair brush or other approved
finish to give a nonslip finish.
(8) Dummy joints shall be provided for all areas through
the use of an approved jointer and edging tool. Depth of joints shall be at
least 1/2 inch. Dummy joints shall be constructed every five feet, and every
20 feet an expansion joint shall replace a dummy joint.
(9) All expansion joints shall be sealed to within 1/4 inch
of the surface with a pot-poured bituminous rubber compound equal to Para-Plastic,
as manufactured by Serviced Products Company.
(10) Jointing compound shall be poured until all curing compound
has been completely removed,
(11) As of January 1, 1976, all walks constructed in New York State must meet New York State Highway Law § 330, Chapter
248, Subchapter D, Part 170, Title 17, Construction of Walks for Physically Handicapped Persons.
B. Concrete aprons (driveways).
(1) Concrete aprons shall be constructed as per detail and
at locations called for under drawings or as directed by the Town Engineer.
Concrete aprons shall be constructed in accordance with New York State Section
608.01, Subsection 608-3.01 of the New York State Department of Transportation
Standard Specifications dated January 2, 1981.
(2) Concrete shall be NYSDOT Class C concrete as described above in Subsection
A.
(3) All concrete surfaces shall be brought to the proper
grades by means of a strike board. The screeds shall then be removed and space
filled with concrete, which is well floated with a wood float, in a manner
that will thoroughly compact it and provide a smooth, even surface.
(4) All surfaces shall receive the following treatment: after
the water sheen has disappeared, the surface shall be troweled only enough
to make smooth, followed by a light brushing with a hair brush or other approved
treatment to give a nonslip finish.
(5) The requirements for Section 556, Reinforcing Steel for
Concrete Structures, of the New York State Department of Transportation Standard
Specifications for Construction and Materials, dated January 3, 1978, will
apply.
(6) Dummy joints shall be provided for all areas through
the use of an approved jointer and edging tool. Depth of the joints shall
be at least 1/2 inch. Dummy joints shall be constructed every five feet and
at every 20 feet, an expansion joint shall replace a dummy joint.
(7) All expansion joints shall be sealed to within 1/4 inch
of the surface with a pot-poured bituminous rubber compound equal to Para-Plastic,
as manufactured by Serviced Products Company.
(8) Joint compound shall be poured until all curing compound
has been completely removed.
(9) Asphaltic concrete sidewalks shall consist of a wearing
course 1 1/2 inches compacted thickness and a binder course 2 1/2
inches compacted thickness. All materials and installation to meet requirements
of New York State Highway Specification Nos. 403.16 and 403.13. The foundation
course for the above stated surfacing shall be six inches compacted thickness
of New York State Highway Specifications No. 304.05 and shall meet requirements
as set forth in Section 300 of the New York State Highway Specifications,
Select Fill.
Adequate provisions shall be made to remove surface and subsurface drainage
from the roadway. The developer shall furnish and install all bridges, culverts,
catch basins, inlets, manholes, storm sewers, sub-drains and other drainage
improvements required by the Town Engineer.
A. Basis for design. Basis for design of drainage improvements
for local drainage areas with small watersheds shall be based on a rainfall
with a return period of 10 years. Where flowing streams, as shown on the Drainage
Basin Plan (a map prepared by Metcalf and Eddy, dated March, 1975) are involved
or where drainage is conveyed past town, county or state roadways, a storm
with a return period of 100 years shall be used. The one-hundred-year storm
shall be determined using the Soil Conservation Service (SCS) method or approved
equal.
B. General requirements.
(1) Catch basins, inlets or storm manholes shall be located
on all changes in direction of storm drains and at intervals not to exceed
300 feet on all pipe lines 24 inches in diameter or smaller, unless otherwise
approved by the Town Engineer.
(2) Gutters may carry flow for a maximum distance of approximately
600 feet and must then discharge into a storm sewer or laterally off the roadway
into an existing waterway, unless otherwise directed by the Town Engineer.
(3) Grades over 10% shall require other than asphaltic concrete-type
gutters where no underground storm drainage is employed, unless, in the opinion
of the Town Engineer, the quantity of flow is insufficient to cause damage
to the gutter pavement.
C. Detention basins. When detention basins are required
by the approving authority, the design of said structures shall be, as follows:
(1) The runoff allowed shall be determined by using the SCS
methodology. The one-hundred-year storm return frequency shall be used for
determining the existing future peak discharges. The volume of storage shall
be computed by routing the future flows through the proposed detention basin
and limiting the discharge to that of the existing flows. The one-year, two-year,
five-year, ten-year, twenty-five-year, fifty-year and one-hundred-year storms
shall be routed through the new system.
(2) In the case of subdividers, utilization of a portion
of land set aside for drainage control, conservation or park land may be permitted
by the Planning or Town Boards, depending on jurisdiction. Park lands shall
only be used if such use will not hamper the intended park use in fair weather.
In the case of industrial or commercial development, said developer shall
provide sufficient detention volume based upon utilization of subsurface storage,
roof storage or sufficient area of parking field to provide the correct storage
basin. However, the parking area shall only be used to provide storage volume
required beyond the fifty-year storm.
(3) All areas in residential development established for
detention basing or drainage control, except conservation or drainage easements,
shall be deeded to the town by the developer. This deeding shall in no way
relieve the developer from the construction, maintenance and final rehabilitation
of the basin for acceptance by the town after all other items of improvements
are accepted.
(4) The above requirements also hold for developments under
clustering, density or any other standards which may leave open space in the
hands of a neighborhood association, but the roads pass in title to the town,
except in the case of condominiums in which case the condominiums will own
and maintain the roads and drainage facilities.
(5) Where the development has lands held by a central private
owner, landlord, etc., and the roads and/or parking areas are in such central
private ownership the drainage facility and its operation, maintenance, etc.,
shall remain a responsibility of said owner or landlord.
(6) All detention basins shall be adequately fenced or otherwise
protected as ordered by the Town Engineer where necessary for the protection
of the public.
(7) In all new projects, sediment basins shall be constructed
prior to any other construction in said project and shall serve to confine
on the site material eroded as a result project operations. Sediment basins
shall fulfill all the requirements of the approved Erosion and Sediment Control
Plan, in addition to those additional requirements hereinafter specified.
Chapter 165, Erosion and Sediment Control, shall also apply where applicable.
(8) Cash escrow; liability and property insurance.
(a) A cash escrow in an amount as determined by the Town
Engineer and separated from any other cash or bond amount shall be posted
with the Town of Yorktown by the project developer to insure construction
of this sediment basin and maintenance of such basin until such time as the
project is completed.
(b) Prior to any construction, the developer shall enter
into an agreement with the Town of Yorktown granting permission to the personnel
of the Town of Yorktown or private contractor engaged by the Town of Yorktown
to enter upon the developer's property for the purpose of constructing or
maintaining said basin(s). The Town of Yorktown or its designated contractor
shall maintain the necessary liability and property insurance to cover the
period of this construction. This procedure shall be followed in the event
that the developer does not proceed with the required facility after the expiration
of a five-day notice from the Town Engineer, and after the Town Engineer has
been authorized by the Town Board to proceed with this action.
(c) Said escrow funds shall also be utilized to rectify any
downstream filtration or other stream damage as a result of the developer's
operation.
(9) Upon completion of the project, if the approved erosion
and sediment control plan allowed stormwater detention basins to be utilized
as sediment basins, said basins shall be thoroughly cleaned to the originally
approved grades and adequately seeded to provide stabilized slopes and bottoms
for erosion and dust control.
D. Catch basins.
(1) A three-inch structural masonry brick chimney shall be
placed beneath each frame for future adjustments.
(2) Frames shall be set one inch below finished grade as
measured at a distance 1 1/2 inches in either direction along the gutter
line.
(3) The catch basins shall be precast concrete as manufactured
by the Fort Miller Co., Inc., or approved equal. All concrete construction
shall conform to the requirements of NYSDOT Specifications Section 555, Structural
Concrete.
(4) Precast concrete catch basins shall be cast with 4000
psi concrete (at 28 days). The steel shall conform to the requirements of
ASTM A615-A497. Air entrainment shall be a minimum of 5%. The loading shall
conform to AASHTO H-20 with 30% impact and equivalent soil pressure of 130
pounds per cubic foot.
(5) Steps. All catch basins shall be constructed with aluminum
steps as manufactured by Alcoa Aluminum, Type No. 16207B or approved equal.
Steps shall be set 12 inches on center.
(6) All pipe shall be cut flush with the interior walls of
the catch basins,
(7) All catch basins shall be placed on a six-inch foundation
of three-fourths-inch washed crushed stone.
(8) The catch basin frames and grates shall be cast-iron
Type 2541 Campbell Foundry or approved equal.
(9) The cast-iron frames shall be set in a bed of mortar.
(10) Catch basins shall have an 18 inch sump.
E. Manholes.
(1) Concrete for the base slab, if required, shall be formed
and shall be 1:2:4 concrete placed in accordance with requirements of NYSDOT
Specifications Section 555, Structural concrete.
(2) Bricks for chimney adjustments shall conform with ASTM
Specifications. C-12 grade N. A. Brick and Masonry units shall be laid in
a full bed of mortar composed of one part Portland cement and two parts mortar
sand, by a competent mason in a workmanlike manner.
(3) The drainage manholes shall be precast concrete as manufactured
by the Fort Miller Co., Inc., or approved equal. All concrete construction
shall conform to the requirements of NYSDOT Specifications Section 555, Structural
Concrete.
(4) Precast concrete drain manholes shall be cast with 4,000
pounds per square inch (psi) concrete (at 28 days). The steel shall conform
to requirements of ASTM A615-A497. Air entrainment shall be a minimum of 5%.
The loading shall conform to AASHTO H-20 with 30% impact and equivalent soil
pressure of 130 pounds per cubic foot.
(5) Steps. All drain manholes shall be constructed with aluminum
steps as manufactured by Alcoa Aluminum, Type No. 16207B or approved equal.
They shall be placed 12 inches on center. The steps shall have hooked ends.
(6) All pipe shall be cut flush with the interior walls of
the drain manholes.
(7) All drain manholes shall be placed on a six-inch foundation
of three-fourths-inch washed crushed stone.
(8) The drain manhole frames and covers shall be cast-iron
Type 1203 Campbell Foundry or equal. The cover shall be entitled "drain."
(9) The cast-iron frames shall be set in a bed of mortar.
(10) A concrete bench and channel shall be constructed in all drain manholes. All concrete for the bench and channel shall meet the same specifications as per Subsections
E(1) and
(2) above.
(11) A three-inch structural brick chimney shall be placed
beneath each flame for future adjustments.
(12) Frames shall be set one inch below finished grade as
measured at a distance of 1 1/2 inches in all directions.
F. Storm drains and culverts.
(1) Pipes of the required sizes shall be located where necessary
to provide adequate drainage for the roadway.
(2) In areas where there is bleeding of groundwater, the
developer shall install curtain drains to protect the road. In areas where
the road cut exceeds 30 inches, curtain drains shall be required.
(3) Pipe for drainage culverts and storm drains may be:
(a) Reinforced concrete culvert pipes conforming to requirements
of ASTM Designation C-76 Table 1; or
(b) Corrugated metal, aluminized steel Type II, connecting
bands not less than seven inches wide for pipe less than 24 inches in diameter.
(4) All pipe shall meet the approval of the Town Engineer
before construction. The developer shall submit to the Town Engineer a certified
certificate from the manufacturers setting forth the type and size of pipe
to be used. If corrugated metal pipe is used, the manufacturer's certificate
shall specify gauge and coatings in addition to type and size.
(5) Drainage pipes shall have a minimum inside diameter of
15 inches with a minimum cover of 24 inches to finished grade, unless otherwise
specified by the Town Engineer. Culvert grades shall, if possible, lie between
2% and 4% with a minimum of 1%. Inverts shall be 42 inches below finished
grade. A reinforced concrete pipe shall be installed in areas where it is
necessary to install a storm drain at a slope equal to or greater than 15%.
(6) Concrete pipe shall be bedded in an earth foundation
which is firm, but slightly yielding, and carefully shaped to fit the lower
part of the pipe.
(7) Bell and spigot reinforced concrete pipe shall have joints
sealed with flexible watertight elastomeric gaskets.
(8) Culverts for stream crossings shall be reinforced concrete.
(9) Pipe specifications.
(a) Aluminized steel Type 2 corrugated steel pipe.
[1] Scope. This specification covers aluminum coated (Armco
Aluminized Steel Type 2) corrugated steel pipe and pipe-arch for culverts
and sewers. Pipe shall be manufactured in accordance with AASHTO M-274-801.
[2] Materials:
[a] The coils from which the pipe is produced shall be coated
with one ounce per foot of commercially pure aluminum known as "Armco Aluminized
Steel Type 2." The weight of coating (total for both sides, ounces per foot)
shall conform to the following requirements:
[b] Minimum check limit, triple-spot test: 1.00.
[c] Minimum check limit, single-spot test: 0.90.
[d] Aluminum bath analysis. The bath shall be produced from
commercially pure aluminum, and the bath analysis shall conform to the limits
given below:
|
Element
|
Percentage
|
---|
|
Iron (maximum)
|
3.0%
|
|
Silicon (maximum)
|
0.35%
|
|
Aluminum (minimum)
|
96.0%
|
|
Magnesium (maximum)
|
0.50%
|
[e] Sheet material supplied under this specification shall
meet the applicable requirements of the latest revision of ASTM Specification
A-525, unless otherwise specified herein.
[3] Fabrication:
[a] Pipe may be furnished circular or as a pipe-arch shape
as requested by the purchaser and shall be fabricated with helical corrugations
and a continuous weld or lock seam extending from end to end of each length
of pipe. Each end of each pipe shall have two annular corrugations reformed
to permit joining with Hugger Bands.
[b] The corrugation shall have a pitch of 2 2/3 inch
and a depth of 1/2 inch, or a three inch pitch and one inch depth, or 125
millimeter pitch and 25 millimeter depth, as called for. The following shall
be dimensions for corrugations:
[c] Nominal diameter of finished pipe: 12 to 21 inches.
[d] Minimum pitch: 1 7/8 inches.
[e] Maximum pitch: 2 3/4 inches.
[f] Minimum depth: 7/16 inches.
[g] Tolerances on thickness diameter, length of pipe and
corrugation size shall be as specified in the current AASHTO M-36 specifications
for CSP or as designated below:
[h] Gauge. All steel aluminized pipe to be of the following
gauges unless otherwise stated.
|
Pipe Diameter
(inches)
|
Standard Gauge
|
Decimal Thickness
(inches)
|
---|
|
12 to 21
|
16 gauge
|
.064
|
|
24
|
16 gauge
|
.064
|
|
27 to 36
|
14 gauge
|
.079
|
[4] Pipe-arch shape. Structures furnished as a pipe-arch
shape shall meet the dimensions per AASHTO M-36.
[5] Coupling bands:
[a] The field joints in corrugated steel aluminized pipe
shall be made with steel aluminized band couplers of the same metal as that
used in the pipe. Band couplers shall be seven inches wide for pipe diameters
six inches through 18 inches, and 12 inches wide for pipe diameters 21 inches
through 48 inches. Band couplers may be two gauges lighter than that of the
pipe.
[b] If a one piece band coupler is used, it shall be fastened
with two galvanized steel bolts on a seven-inch band and three bolts on a
twelve-inch band. If a seven-inch two-piece coupler is used, it shall be fastened
with four galvanized steel bolts.
[c] One-half inch diameter galvanized steel bolts shall be
used on steel aluminized metal coupling bands for pipe sizes 12 inches in
diameter and larger.
[6] Perforations; perforated C.M.P. Perforations shall be
arranged in two groups of longitudinal rows placed symmetrically on either
side of an unperforated segment corresponding to the flow line of the pipe.
Within each group, the rows of perforations shall be spaced circumferentially
approximately one inch center to center, and in each row the perforations
shall be located either on the inside crests or on the neutral axes of all
corrugations, except that perforations are not required within four inches
of each end of each length of pipe or in the corrugations where seams are
located. The perforations shall have a diameter of not less than 1/4 inch
and not more than 3/8 inch.
[7] Minimum depth. All steel aluminized curtain drain pipe
shall be placed a distance of not less than two feet from the finished grade
surface.
(10) Pipe installation for and aluminized steel type.
(a) The width of the trench in which the pipe is placed shall
be a minimum of two times greater than the diameter of the pipe to ensure
proper alignment of the pipe. The side walls of the trenches should be practically
vertical where possible.
(b) A minimum six-inch bed of three-fourths-inch washed crushed
stone shall be placed beneath all pipe used as underdrain or curtain drain.
(c) Placement of pipe. Proper facilities shall be furnished
for lowering the pipe into the trench. The pipe shall not be thrown from the
truck or into the trench. The pipe shall be laid carefully and true to the
lines and grades as shown on the approved plans. The connecting bands of C.M.P.
shall be placed with the clamping angles and bolts at the top of the pipe.
A gap greater than one inch shall not be permitted between ends of the pipe
at clamping points. All pipe shall be cut flush with interior walls of all
catch basins and drain manholes and the walls patched neatly and sealed tightly
around the pipe with mortar.
(d) If soft, unstable material is encountered at the bottom
trench elevation, it shall be excavated to a grade suitable to the Town Engineer
and backfilled with three-fourths-inch washed crushed stone to provide a stable
foundation. If, however, the trench bed is solid, dry and stable, the pipe
may be placed directly on the existing subsoil for solid (nonperforated) pipes
only.
(e) If solid rock is discovered in the trench line, it shall
be excavated to at least six inches below the proposed invert line and a minimum
of six inches all around. The excavation shall then be backfilled three-fourths-inch
washed crushed stone to provide a cushion for the pipe.
(f) Installation of the drainage system shall start at the
downstream outlet to allow stormwater and groundwater to drain out the trench,
to keep the bottom of the trench as dry as possible during construction.
(g) Underdrain trenches are to be backfilled with three-fourths-inch
washed crushed stone to within five inches (in shoulders) or 11 inches (in
road beds) of the finished grade.
(h) All existing drain pipes encountered during the excavation
for the new drain pipes shall be tied into the new system (e.g., footing drains,
yard drains, etc.) (perforated C.M.P. only). However, no pipe shall penetrate
a new pipe.
(i) The crushed washed stone for the drain will meet the
following gradation:
|
Sieve Size
|
Percent Passing by Weight
|
---|
|
1-inch
|
100%
|
|
1/2-inch
|
30% to 100%
|
|
1/4-inch
|
0% to 30%
|
|
No. 10
|
0% to 10%
|
|
No. 5
|
0% to 5%
|
(j) Provide a synthetic filter material below finished grade
along all trenching as shown on the detail sheet.
[1] The material shall be a woven polyproplene mesh, with
an equivalent opening size (EOS) of the United States Standard Sieve No. 70
(0.210 mm). The mesh shall have a percent of open area of 25% plus or minus
2%.
[2] The mesh shall be placed five inches (in shoulders) or
11 inches (in road beds) below the finished grade of stone. The mesh will
be placed to run four inches up each side of the trench. The mesh shall be
inspected for tears and runs prior to placement. Damaged sections in place
shall be cut out and replaced with appropriate overlaps.
[3] When additional lengths of material are placed, same
shall overlap previously laid material by a minimum of 16 inches.
(k) Backfill material; nonperforated pipe.
[1] Nonperforated pipe installed in the shoulder of the road
shall be backfilled with suitable excavated material from the project. If
none of the material is suitable, clean suitable fill shall be provided as
required by the Town Engineer. The backfilled material will be brought to
five inches of finished grade.
[2] Nonperforated pipe installed in the bed of the road shall
be backfilled with NYSDOT item No. 304.05. The backfill material shall be
placed to five inches of finished pavement surface.
[3] All backfilled material shall be compacted with an approved
mechanical tamper in lifts not to exceed eight inches.
[4] A controlled density fill (CDF) such as K-crete may be
used as a substitute to the NYSDOT item No. 304.05 used for backfill of pipes
within town roads. The K-crete shall attain a minimum compressive strength
at 50 psi after 28 days and an allowable minimum compressive bearing strength
of 5,000 pounds per square foot (psf). The K-crete shall be placed in a fluid
form and uniform vertical lifts. The backfilled trench shall not be opened
to the traffic for a minimum of 24 hours after being installed.
G. Headwalls and rip-rap. The natural, excavated and embankment
surface of the roadway adjacent to both ends of all culverts shall be protected
from erosion or displacement by precast concrete headwalls as shown on the
standard sections, unless terminated by catch basins or other drainage structures
approved by town authority. If required, in the opinion of the Town Engineer,
wing-walls shall be included in the headwall design. The upstream and downstream
areas at all headwalls shall be provided with a dumped rip-rap stone of irregular
shapes to dissipate the energy of the flowing stormwaters. The width of the
rip-rap pad shall be equal to the length of the pad plus the width of the
pipe diameter. The length shall be determined by using figures 23.4 and 23.5
of the Westchester County Best Management Practices Manual Series dated June
1981.
Guide rail may be of the corrugated-beam- or the box-beam-type. The
railing chosen shall be that which permits the greatest deflection without
exceeding the allowable deflection distance.
A. Corrugated railing shall consist of 12 gauge corrugated
W-beams connected to a four-by-six-inch beam by a four-by-six-inch spacer
block set 27 to 30 inches above grade, meeting the requirements of the current
NYSDOT Standard Specifications for Construction and Materials, Sections 606
and 710.
B. Box beam railing shall consist of six-by-six-by-three-sixteenths-inch
steel ASTM A-36 seamless structural tubing. Posts shall be item No. 315.7
beams and shall be spaced either six feet or three feet apart, depending on
the deflection design. The installation and materials shall conform to Section
606 and 710 of the current NYSDOT Standard Specifications for Construction
and Materials.
C. End sections (approach and end treatments) shall be placed
in such a manner so as not to be a hazard. The end sections shall be flared
from the roadway. The end sections shall also be sloped to provide additional
safety for vehicles striking them, and they shall be anchored below ground
to a concrete dead-man to give stability to adjoining sections.
Road signs shall be installed at all street intersections as shown on
the approved plan or as directed by the Superintendent of Highways and Town
Engineer. Style and design of signs shall be of standard construction as required
by the Town Engineer.
In the cases of new roads under construction still under the ownership
of the developer, but after placement of the binder course, and existing roads
(for which a street opening permit has been obtained from the Highway Superintendent),
repair to or installation of drains or any underground utility line beneath
the roadbed shall be followed by backfilling the trench with NYSDOT item No.
304.05 to the top of the existing subgrade. Lifts shall not exceed 12 inches
uncompacted. Approved mechanical tampers shall be utilized.
The above construction specifications are detailed on twenty-four-by-thirty-six-inch
sheets and are available from the Town Engineer's office.