The materials intended to establish the degree of excellence
are herein included and deemed to be of satisfactory quality for installation
within the Town. When new materials may be made available, their use
may be permitted in limited test sections with the restriction that
should these materials prove unsatisfactory through the test period
as established by the Town, they shall be removed and replaced with
those herein called for at no expense to the Town.
A.
Private disposal systems. Private disposal systems must conform to
the minimum requirements established by the New York State Department
of Health per Individual Residential Wastewater Treatment Systems
Design Handbook, 1996 (Reprinted 2012), and/or the Department of Environmental
Conservation Design Standards for Wastewater Treatment Works (2014)
and as expanded herein:
(1)
Percolation and deep hole tests must be certified by the design professional
to the Town using a predetermined certificate as follows:
|
I,__________, certify to the Town of Avon that the soil percolation
and deep hole test data shown hereon was obtained by a qualified representative
of our firm who has been properly trained to perform and record these
tests in accordance with the methodology outlined in New York State
Department of Health Individual Residential Wastewater Treatment Systems
Design Handbook, 1996 (Reprinted 2012). The tests accurately represent
the soil conditions on the proposed site.
The proposed subsurface sewage disposal system(s) has (have)
been designed based on the field test data and is in strict compliance
with New York State Department of Health Design Handbook referenced
above.
| |
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Signature/Date
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(2)
All private sewage disposal systems shall be designed for individual
homes containing a minimum of three bedrooms.
(3)
The minimum length of leach line shall be 200 linear feet.
(4)
Installation of individual subsurface disposal systems must be certified
to the Town of Avon by a licensed professional as compared to the
approved plans before a certificate of occupancy will be issued.
(5)
Any installed system must be completely backfilled and graded within
24 hours of inspection and acceptability by a design professional.
(6)
No subsurface disposal system will be installed under adverse weather
conditions.
(7)
There will be no driving or parking over the area of the subsurface
disposal system.
(8)
The area of the leach field system will be final graded and seeded
as soon as possible after construction to shed surface water.
B.
Alternate systems. Alternate systems must be submitted for review
by the New York State Department of Health with the following additional
restrictions by the Town of Avon:
(1)
Fill limits shall include a future expansion area.
(2)
Evapo-transpiration areas are not acceptable for new construction.
(3)
Fill systems require professional certification of percolation tests
in the in-situ fill and placed fill after it has been in place for
at least six months and over at least one winter season.
C.
Public sanitary sewers. Minimum requirements shall be as established
by Livingston County Water and Sewer Authority, or other sewer authority
having jurisdiction, the New York State Department of Environmental
Conservation and the latest edition of the "Recommended Standards
for Waterwater Facilities" (Ten States Standards). Where these standards
differ, the more restrictive shall govern.
Materials used in the construction of sanitary sewers shall
be in accordance with the requirements of the Livingston County Water
and Sewer Authority or other sewer authority having jurisdiction.
All development projects shall be required to provide for the
adequate conveyance of storm drainage through the development. The
natural drainage patterns are to be followed as much as possible.
Storm sewer systems shall be sized to accommodate the future potential
runoff based on the probable land use and the ultimate development
of the upland watershed area based on the Town's Comprehensive Plan.
All development projects shall be required to obtain coverage with
the SPDES General Permit. Where conditions imposed by the SPDES General
Permit are more restrictive than comparable restrictions imposed by
these regulations, or any other Town ordinances, the provisions which
are more restrictive shall govern.
A.
Stormwater sizing criteria. All stormwater sizing shall be in conformance
with methods outlined in the latest edition of the "New York State
Stormwater Management Design Manual."
B.
Stormwater management practices - Watershed Control Law. The latest
edition of the "New York State Stormwater Management Design Manual"
outlines acceptable stormwater management practices (SMPs) to meet
water quantity and water quality treatment goals. The Planning Board
shall, upon recommendation from the Town Engineer, approve the SMP(s)
implemented on a particular development. Where conditions warrant,
the Planning Board may require specific or additional SMP(s) to be
implemented.
C.
Storm sewer system.
(1)
(2)
Conveyance.
(a)
Natural channels and open swales.
[1]
Natural channels are generally preferred alignments for major
components of a residential drainage system. However, the utilization
of open channels shall be evaluated as to the ease and cost of maintenance,
safety hazards and aesthetics. The channels may require special invert
or side design to properly convey water while keeping the maintenance
cost minimal.
[2]
Backyard swales shall be designed with minimum side slopes of
one on four and a minimum longitudinal slope of 1.0%. Field inlets
shall be generally provided every third lot or a maximum of 300 lineal
feet at all low points and where swales intersect.
(b)
Storm sewers.
[1]
Minimum pipe size: twelve-inch diameter.
[2]
Minimum velocity when flowing full: three feet per second.
[3]
Maximum manhole and catch basin spacing: 300 lineal feet.
[4]
In general, street drainage shall be in closed conduit. When
gradient and tributary runoff require conduit greater than 36 inches
in diameter, then open channel design may be considered.
[5]
Culverts shall be designed to accommodate the design storm for
the drainage area but shall be checked for the next highest increment
of storm return interval to evaluate the possible complications. Headwater
and/or tailwater calculations will be required to determine ponding
that may occur. In general, the use of multiple culverts is discouraged
because of maintenance problems. Inlets and outlets of culverts shall
be protected from erosion or turbulence problems by the use of riprap,
headwalls, energy dissipaters, etc.
[6]
Storm sewers are to be of the following materials:
[a]
Reinforced concrete pipe: shall be supplied in
conformance with ASTM C76-15a Class II. Joints shall be of the bell
and spigot type with compression-type joint ASTM C443-12.
[b]
Polyvinyl chloride (PVC) pipe: shall meet the requirements
of ASTM D3034-15el or ASTM F679-15, minimum wall thickness SDR 35
with elastomeric gasket joint, ASTM D3212-07 or ASTM F794-03 (2014)
for ribbed gravity pipe. PVC pipe shall not be used as driveway culverts.
[c]
Corrugated steel pipe. All pipe shall be coated
inside and outside and have joints made with connecting bands. Thickness
gauge will be dependent on the load conditions, except that 16 gauge
shall be the minimum allowable thickness.
[d]
Corrugated polyethylene tubing (HDPE). Pipe shall
be smooth lined (smooth bore) and shall conform to the requirements
of ASTM F2648/F2648M-13. Joint shall be soiltight and gaskets shall
meet the requirements of ASTM F477-14. Fittings shall conform to ASTM
F2306/F2306M-14el. HDPE shall not be used as driveway culverts.
(c)
Storm laterals.
[1]
Gravity laterals shall be a minimum of six inches in diameter.
Sump pumps with check valves and roof leaders shall discharge to storm
laterals or, in the absence of storm sewers, to splash pads directed
to side or rear yard drainage swales.
[2]
Laterals shall be of the following material:
[a]
Corrugated steel pipe shall be coated inside and
outside and have joints with connecting bands. Thickness gauge will
be dependent on the load conditions, except that 16 gauge shall be
the minimum allowable thickness.
[b]
PVC conforming to ASTM D3034-15el, minimum four
inches in diameter with fabricated tees and wyes.
[c]
HDPE shall conform to ASTM F405-13 with fabricated
tees and wyes.
(e)
Outfalls. Points of discharge shall be recognized drainage courses,
which may require the developer to acquire downstream easements for
dedication to the Town.
(f)
Stormwater management facilities. All facilities shall be designed
in accordance the latest edition of the "New York State Stormwater
Management Design Manual" and the SPDES General Permit requirements.
(g)
Drainage easements. The minimum easement width shall be 20 feet,
but the actual width acceptable to the Town will consider all those
factors previously listed.
A.
Manholes.
(1)
Precast reinforced concrete sections shall be manufactured in accordance
with ASTM Specification C478-15a. Riser sections shall have tongue
and groove ends and super "O" joints and gaskets conforming to ASTM
C443-12. Manhole bases may be preformed or poured in the field. Roof
slabs shall be precast structural concrete, reinforced for H-20 loading
and 30% impact loading. A twenty-four-inch-diameter hole shall be
eccentrically located in the roof slab. In place of preformed openings
in base sections, flexible manhole sleeves may be cast directly into
the base walls and may be used with compatible pipe material.
(2)
All manholes shall be sealed inside and outside completely with two
coats of heavy-duty water-repellent protective coating which complies
with ASTM Specification D450/D450M-07 (2013) el, Type B.
(3)
Manholes constructed of other materials shall be considered for approval
following a review of said manhole construction. In specifying these
manholes, the developer's engineer shall submit adequate design data
and/or shop drawings to substantiate the materials.
B.
Manhole ladders and steps.
(1)
Manhole ladders or steps shall be provided in all sanitary and storm
manholes and shall be constructed of one of the following materials.
(2)
Steps shall be cast into the walls of riser sections and shall be
aligned in each section to form a continuous ladder with rugs equally
spaced vertically in the assembled manhole at a distance of 12 inches
apart.
B.
Sanitary cleanout covers: cast iron per Neenah R-1974-A, frame and
cover marked "SEWER," or equal.
C.
Storm manhole frames and covers: shall be Neenah R-1723 or East Jordan
Casting No. 1203 with a vented cover or other approved equal. The
inside diameter for clearance shall be a minimum of 24 inches.
D.
Catch basin frames and grates:
(1)
Shall be rectangular, galvanized (ASTM A123/A123M-15) and sized to
fit gutter inlets or field inlets. The gutter grates shall be NYSDOT
Section 604-2 with NYSDOT Standard Sheet Drawing 655-01 (rectangular)
size No. 6 to fit the catch basin inside dimensions of 24 inches by
24 inches. The minimum field inlet shall be to fit a field inlet of
24 inches by 24 inches inside dimension.
(2)
Catch basin manholes shall be set to allow a NYSDOT Section 604-2
with NYSDOT Standard Sheet Drawing 655-01 (rectangular) or 655-04
(reticuline) to be installed.
(3)
Frames and grates shall be as specified in NYSDOT Standard Sheet
Drawing 655-06 and Section 655 (or the latest applicable revision)
of the NYSDOT Standard Specification Manual. All grates shall be bolted
to the frames.
All work performed and materials furnished for the purpose of
supplying a development with potable water shall comply with these
standards, the Livingston County Department of Health, and the latest
edition of the "Recommended Standards for Water Works (Ten States
Standards)." Where these standards differ, the more restrictive shall
govern.
A.
Design.
(1)
Water supply systems shall be designed to provide adequate domestic
usage and fire protection. Where public water supply is not accessible,
an alternate private supply shall be furnished which conforms to the
New York State Health Department regulations.
(2)
All main and service sizing shall be substantiated by the design
engineer using updated flow data provided by the Town Water Department.
(3)
All water mains shall be a minimum of eight inches, except:
(a)
Where mains are part of a major transmission distribution network,
the Town may require a larger size main.
(b)
Where project demands allow a smaller main while still providing
adequate fire and domestic flows. In no case will the Town accept
for dedication a main smaller than four inches in diameter.
B.
Watermain materials.
(1)
Ductile iron (DIP) pipe: shall conform to AWWA C-151, minimum allowable
thickness shall be Class 52. Pipe shall be cement lined in accordance
with AWWA C104 and shall have rubber gasket push-on joint in accordance
with AWWA C-111.
(a)
DIP installation shall include: The developer or his engineer
must submit certified results of the Ductile Iron Pipe Research Association's
(DIPRA) ten-point soil test prior to commencing construction. Testing
shall be conducted by a qualified soil-testing laboratory, and the
results shall be submitted to the Town.
(b)
The DIPRA ten-point soil test shall be taken along the route
of the proposed water main at a maximum spacing of 500 feet with a
minimum of one test in developments less than 500 feet long, in all
wetlands, fill areas and railroad beds (existing or abandoned) that
the water main route crosses or occupies, at the elevation of the
top of the proposed water main, and referenced on the report by station
number.
(c)
The developer's engineer shall certify that the samples tested
are from the site referenced on the form and were taken along the
pipe route at the appropriate depth. The certification may be done
on the form or in a separate letter from the developer's engineer.
(d)
Upon submission of a satisfactory soil testing report, the Town
Engineer will make the determination as to whether or not a main will
require polyethylene encasement, and the limits of such encasement.
Water mains installed in soils with DIPRA point totals of 10 or greater
shall be wrapped in polyethylene. Polyethylene encasement shall be
installed in accordance with the Town specifications. The developer
may choose to wrap the entire main in polyethylene in lieu of soils
testing as per Appendix AA.[1] In this case, a note stating this shall be placed on the
plans. Polyethylene wrap specifications:
[1]
Polyethylene tube: AWWA C-105.
[2]
Thickness: eight mils.
[3]
Pigmentation: natural when exposure to ultraviolet light such
as sun will be less than 48 hours. Pigmentation shall be 2.0% to 2.5%
well-dispersed carbon black with stabilizers when exposure to ultraviolet
light will be two to 10 days.
[4]
Polyethylene: virgin polyethylene produced from Dupont Alathon
or USI Petrothene resins.
[5]
Method of manufacture: extruded tube form.
[6]
Closure Tape: Polyken 910 General Utility Tape or 3M Scotchrap
50 all-weather corrosion protection tape, two-inch wide, plastic backed,
adhesive tape.
[1]
Editor's Note: Said appendix is included as an attachment to this chapter.
(2)
Polyvinyl chloride (PVC) pipe:
(a)
Shall conform to AWWA C900-07 for pipe size four inches through
12 inches and AWWA C905-10 for pipe sizes 14 inches through 48 inches.
Minimum class shall be 150 (DR 18) with elastomeric gasket joints,
integral bell and rubber rings locked in place.
(b)
PVC pipe installation shall include either:
[1]
Six-inch-wide metallic detectable warning tape placed over the
center of the pipe on top of the twelve-inch safety cover as manufactured
by Instock Now, Inc.
[2]
Solid copper wire (No. 10 gauge minimum) insulated with high-density
polyethylene per ASTM D1248-05 attached to the pipe at five-foot intervals
with plastic ties with a minimum of 150# tensile strength. Wire shall
be attached to all cast fittings, hydrants and valve boxes to make
a continuous traceable system.
C.
Fittings.
(1)
Ductile iron shall meet AWWA C111 specifications, minimum Class 250;
with mechanical or push-on joint, except for hydrant branches, which
shall be mechanical joint. Pipe and fittings shall be cement lined
in accordance with AWWA C104. Bolts and nuts shall be high-strength,
low-alloy steel.
(2)
PVC shall meet specifications of AWWA C900 for sizes four inches
through 24 inches and AWWA C905 for sizes 14 inches through 48 inches
made from PVC compound with a cell classification 12454-B (ASTM D1784)
with gasket joints meeting ASTM D3139.
D.
Hydrants.
(1)
Hydrants shall be spaced to comply with ISO requirements but at a
maximum 500-foot intervals in subdivisions and 600-foot intervals
in open spaces.
(2)
Hydrants shall be manufactured in accordance with AWWA C502. Hydrants
shall be manufactured for five-foot bury with break-away flange construction
and six-inch mechanical joint inlet. They shall open left and be painted
yellow bodies, bonnet, and nozzle covers. Hydrants shall be three-way
with two-and-one-half-inch hose nozzles and one four-and-one-half-inch
pumper connection with National Standard threads. Main valve openings
shall be 5 1/4 inches with the total unit consisting of the tee,
guard valve, hydrant and adaptors.
(3)
The Kennedy Guardian K81D is the approved hydrant in the Town of
Avon.
(4)
Flushing hydrant blowoffs shall be two-inch self-draining, nonfreezing
with five-foot bury, with all bronze parts designed to connect to
a two-inch main line outlet as manufactured by GIL Industries, Inc.,
Model Slim Line 2.
E.
Valves.
(1)
Valves shall be located such that no more than 30 dwelling units
and no more than two hydrants need be out of service for repair of
a water main. Valves shall generally be provided at intersections
and shall be no more than 800 feet apart along the water main.
(2)
Additional valves may be required at creek and/or railroad crossings
depending on network configuration and permit requirements.
(3)
Gate valves shall conform to AWWA C509-09, resilient-seated wedge-type
epoxy-coated gate valves with a nonrising stem. They shall be of the
350 psi test class with a minimum working pressure of 250 psi. Valves
shall be open left manufactured by U.S. Pipe, Mueller or an approved
equal. Stainless steel bolts and nuts shall be utilized.
(4)
The valve ends shall depend on the type of pipe used and the particular
use intended.
(5)
Valves shall be furnished with a screw-type valve box, 5 1/4
inches' inside diameter with covers marked with "WATER."
(6)
If the valves are buried deep, they must have an extension stem that
can be reached with a six-foot valve box key.
F.
Anchoring fittings. Anchoring pipe in accordance with ANSI/AWWA C104/A21.4-08
shall be employed to anchor all hydrants to gate valves. The anchoring
pipe shall be coal-tar coated, cement-lined and provided with a rotating
gland. There should be a minimum of 18 inches between hydrant and
gate valve. These anchoring pipes shall be as manufactured by Clow,
Tyler or approved equal.
G.
Restrainers shall be manufactured of high-strength ductile-iron pipe
and incorporate a full 360° support around the pipe. They shall
be as manufactured by Uni-Flange series 1300, 1350, 1360, depending
on the specific use.
H.
Dead-end mains. Provide two-inch blowoff units at the end of all
dead-end mains.
I.
Water services. Provide minimum of one-inch water service to the
right-of-way line of all individual lots or where an easement is provided.
(The service shall extend to the easement line.) All services under
dedicated roads shall be Type K copper without line couplings. Water
service material (one inch):
(1)
Corporations stop shall be Mueller H-15008 compression type.
(2)
Curb stops shall be Mueller H-15209 Mark II compression type.
(3)
Curb boxes shall be Mueller H-10314, five feet long with stainless
steel rods and stainless steel keys.
(4)
Copper pipe shall be Type "K" ASTM B88.
(5)
Plastic pipe shall be copper tube size (CTS) polyethylene ASTM D2737,
PE3408 per AWWA C901 (only used from curb box to unit and a No. 10
gauge solid copper tracer wire insulated with high-density polyethylene
per ASTM D1248 shall be included from the curb box to the structure).
When polyethylene pipe is used for water service piping, the plain
end of all pipe connections shall have an internal 304 stainless steel
stiffener. Stiffener shall have a permanent outside diameter, which
fits into the pipe inside diameter to reinforce and maintain concentricity
of the pipe.
(6)
All services tapped into PVC mains shall utilize two bolt stainless
steel saddles or brass saddles with brass U-bolts, with triple "O"
ring seals as manufactured by Cascade Style CSC2 or equal.
(7)
Any services larger than one inch shall meet the minimum specifications
of the Water Superintendent.
J.
Meter pits (for individual services). Meter pits shall be installed
when the water service length is greater than 100 feet from the edge
of pavement of a given road.
K.
Meter pits for individual services. Individual meter pits, where
required, shall be either Mueller or Ford Plastic twenty-inch diameter,
double-lid style with Wabash cover W2. Cover shall be equipped to
receive attachments for radio-read water meters.
L.
Thrust blocks shall be cast-in-place 3,000 psi concrete to dimensions
as shown in Appendix V.[2]
[2]
Editor's Note: Said appendix is included as an attachment to this chapter.
A.
General.
(1)
The finished grading on developed lands shall provide for the effective
removal of stormwater runoff to a drainage system.
(2)
In general, the design engineer shall try to establish a finished
grade at the structure line to permit a minimum of 2.0% grade away
from the structure to the drainage system.
(3)
Drainage shall generally be to side or rear lot swales, provided:
(a)
Swales are of a proper cross-section to permit ease of maintenance
by the individual owner.
(b)
Easements are provided for access and/or maintenance where necessary.
(c)
Finish grade at right-of-way line shall be not more than two
feet above finish grade at center line and the driveway slope within
the lot shall not be greater than 12%. A leveling area of 3% maximum
grade adjacent to the right-of-way shall be provided which is a minimum
of 30 feet in length from the edge of the street pavement.
(d)
Where multilot grading is proposed, all swales required for
positive drainage will be installed prior to the issuance of a building
permit.
B.
Grading plan. A grading plan shall be submitted, with the final plan
for any development, showing, at a minimum, the following items:
(1)
Existing contours.
(2)
Proposed finish contours.
(3)
Spot elevations of proposed finish grades at key locations.
(4)
Garage floor elevations.
(5)
Minimum elevations of any architectural opening where flood hazard
areas exist.
(6)
Culvert invert elevations.
(7)
All elevations shall be established from USC&GS datum, and the
plan shall show a site benchmark.
B.
General requirements. The design engineer shall consider the proposed
use of the road when preparing a road design. The following criteria
are listed as minimum standards to be considered by the designer.
It is the intent of these requirements to obtain a road and a base
that is stable and capable of supporting H-20 loading to the sites.
(1)
Commercial/industrial.
(a)
Provides access to established commercial and industrial areas.
(b)
Provides access to local roads.
(c)
High-volume car/truck/tractor trailer traffic.
(d)
Minimum design standards:
[1]
Mirafi 1100N nonwoven polypropylene geotextile fabric or equal.
[2]
One twelve-inch-thick layer of crushed stone transitioning from
a No. 4A to an equal mix of Nos. 1 and 2 (NYSDOT Gradation Table 703-4).
[3]
Asphaltic concrete courses shall be four inches of 37.5 F9 Base
Course HMA, 80 Series Compaction (NYSDOT Item No. 402.378902); three
inches of 25 F9 Binder Course HMA, 80 Series Compaction (NYSDOT Item
No. 402.258902); one inch of 9.5 F2 Top Course HMA, 80 Series Compaction
(NYSDOT Item No. 402.098202). Note: Binder course is to be installed
even with gutter, if top course is delayed till the following year.
[4]
Stabilized shoulder installed per Appendix C or a concrete gutter
per Appendix I.
(2)
Residential/subdivision.
(a)
Densities as permitted by the zoning ordinance.
(b)
Design speeds of 30 MPH or less.
(c)
Individual driveways at regular intervals.
(d)
Usually no effect on overall Town traffic pattern.
(e)
Minimum design standards:
[1]
Mirafi 1100N Nonwoven Polypropylene Geotextile Fabric, or equal.
[2]
One 12 inches thick layer of crushed stone transitioning from
a No. 4A to an equal mix of Nos. 1 & 2 (NYSDOT Gradation Table
703-4).
[3]
Asphaltic concrete courses shall be: three inches of 25 F9 Binder
Course HMA, 80 Series Compaction (NYSDOT Item No. 402.258902). 1 inch
of 9.5 F2 Top Course HMA, 80 Series Compaction (NYSDOT Item No. 402.098202).
Note: Binder course is to be installed even with gutter, if top course
is delayed until the following year.
[4]
Concrete gutter per Appendix I, or stabilized shoulder per Appendix
C.[1]
[1]
Editor's Note: Said appendixes are included as attachments to this chapter.
(3)
Private (nondedicated and one user).
(a)
Has fee ownership on a dedicated street.
(b)
Has no effect on overall Town traffic pattern.
(c)
Design speed of 30 miles per hour or less.
(d)
Maintenance by homeowner.
(e)
Meet New York State Fire Code.
(f)
Minimum design standards:
[1]
Mirafi 140N nonwoven polypropylene geotextile fabric, or equal.
[2]
One nine-inch lift of Type 2 crusher-run stone (NYSDOT Item
No. 304.12), at a minimum.
[3]
One three-inch lift of asphalt binder course.
[4]
A private drive off a dedicated road shall:
[a]
Be designed to keep surface water flows from entering
the travel way of the dedicated street.
[b]
Provide soil erosion measures on the site as it
is being developed.
[c]
Provide an adequately sized culvert with end sections
or headwall treatment.
[d]
Finish grade and seed the area immediately upon
completion of the private drive base.
[e]
Provide a paved surface from the edge of the existing
pavement at least 30 feet toward the developed site.
[f]
No private drive should exceed a slope greater
than 3% from the edge of the pavement to a point 30 feet into the
property being developed.
[g]
Maximum grade within the development site shall
be 12%.
(4)
Private (nondedicated and two or more users).
(a)
Has fee ownership on a dedicated street.
(b)
Low volume of traffic.
(c)
Has no effect on overall Town traffic pattern.
(d)
Design speed of 30 miles per hour or less.
(e)
Maintenance covered by deed agreement or homeowners' association
depending on number of units.
(f)
Meet New York State Fire Code.
(g)
Minimum design standards:
[1]
Mirafi 140N nonwoven polypropylene geotextile Fabric, or equal.
[2]
One nine-inch lift of Type 2 crusher-run stone (NYSDOT Item
No. 304.12), at a minimum.
[3]
One three-inch lift of asphalt binder course.
[4]
A private drive off a dedicated road shall:
[a]
Be designed to keep surface water flows from entering
the travel way of the dedicated street.
[b]
Provide soil erosion measures on the site as it
is being developed.
[c]
Provide an adequately sized culverts with end sections
or headwall treatment.
[d]
Finish grade and seed the area immediately upon
completion of the private drive base.
[e]
Provide a paved surface from the edge of the existing
pavement at least 30 feet toward the developed site.
[f]
No private drive should exceed a slope greater
than 3% from the edge of the pavement to a point 30 feet into the
property being developed.
[g]
Maximum grade within the development site shall
be 12%.
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NOTE: All depths are compacted thicknesses.
|
C.
Road characteristics and materials. Each of these roads has basic
characteristics which may be varied to be consistent with unique proposals
of development and construction. The individual variations of the
conditions will not be permitted if they sacrifice design safety or
maintenance of a proposed road type. Standard roads shall comply with
the typical cross sections shown on Appendixes B, C, and D.[2]
(1)
Subbase and base courses.
(a)
Crusher-run stone shall conform to NYSDOT Specification Section
304-2, Type 2 (304.12).
(b)
Aggregate shall conform to NYSDOT Gradation Table 703-4, size
as specified.
(c)
NYSDOT Standard Specification Section 304-2.02 Type 4 (304.14)
gravel may be substituted for crushed stone (NYSDOT Gradation Table
703-4) if acceptable subsoil conditions exist with the approval of
the Superintendent of Highways and Town Engineer. The design engineer
shall submit data justifying the use of gravel over specific subsoil
conditions.
(2)
Bituminous pavement.
(a)
Base course shall conform to NYSDOT Specification Section 402,
37.5 F9 Base Course HMA, 80 Series Compaction (402.378902).
(b)
Binder course shall conform to NYSDOT Specification Section
402, 25 F9 Binder Course HMA, 80 Series Compaction (402.258902).
(c)
Top course shall conform to NYSDOT Specification Section 402,
9.5 F2 Top Course HMA, 80 Series Compaction (402.098202).
(3)
Tack coat shall conform to NYSDOT Specification Section 407. The
grade shall depend on the specific use intended.
(4)
Premoulded bituminous joint filler shall conform to NYSDOT Specification
Section 705-07.
[2]
Editor's Note: Said appendixes are included as attachments to this chapter.
B.
Horizontal alignment. The following factors shall be incorporated
into the design of each road type:
(1)
Sight distance must conform to minimum safe stopping sight distance
per Geometric Design of Highways and Streets, AASHTO, latest edition.
(2)
Clear sight at intersections.
(3)
No center line intersection angles less than 75°. Angles less
than 85° may require special consideration.
(4)
Minimum center line radius of 150 feet.
(5)
Road pavement intersections shall have a minimum of thirty-five-foot
radius.
(6)
Culs-de-sac should not exceed 1,200 feet in length and end with a
turnaround. (See Appendixes E and F.[1])
[1]
Editor's Note: Said appendixes are included as attachments to this chapter.
(7)
Access to future developments will be provided to property lines.
(8)
Tangent sections shall be used between curves to maintain the proper
flow of traffic at design speeds.
C.
Vertical alignment. The minimum length of vertical curves shall be
based upon current AASHTO policy covering selection of vertical curve
length based upon stopping sight distance, passing sight distance,
riding comfort, and headlight sight distance. Vertical curves are
required whenever changes in grade exceed 1%.
E.
Leveling areas. Leveling areas shall be incorporated at all intersections
for a minimum distance of 100 feet from the edge of the pavement,
and the grade shall not exceed 3%.
F.
Fire Department requirements. All common driveways, regardless of
length and individual driveways, which are longer than 500 feet, shall
be constructed to support HS-20 loading and provide an emergency pull-off
area that is 30 feet by 80 feet at intervals of 250 feet for emergency
access clearance from the edge of the driveway to any obstruction.
Plans and details of such driveways shall be submitted to the Fire
Department for review.
G.
Road widths.
|
Class
|
Pavement Width
(feet)
|
Edge Treatment
|
Drainage
|
|---|---|---|---|
|
Commercial/Industrial
|
24 minimum
|
5-foot shoulder, gutter
|
Surface swale, underground conduit
|
|
Residential/Subdivision
|
22
|
4-foot shoulder, gutter
|
Surface swale, underground conduit
|
|
Private (one lot)
|
14
|
None
|
None
|
|
Private (two or more lots)
|
14
|
3-foot shoulder
|
Surface swale, underground conduit
|
H.
Special considerations.
(1)
Surface swale. Runoff is to be directed to underground conduit via
catch basins with swale. Note that in lieu of gutters, the prescribed
shoulder treatment will be required.
(2)
Underdrains. Underdrains are required with the development of all
dedicated roads. The method used shall be subject to the review and
approval of the Town Engineer and the Superintendent of Highways.
(3)
Frontage development. Where frontage development is to be approved
along collector roads, the Planning Board may require that the roadside
swale be enclosed in conduit along the fronts of the development.
Such conduits shall be of the proper size to accommodate anticipated
flows as previously outlined. A parallel access road may also be considered
by the Planning Board and discussed during sketch plan submittal.
A.
Driveway culverts shall be provided along existing road frontage
lots to properly convey roadside drainage. The culverts shall be installed
to the proper grade to allow the natural flow of water. All culverts
installed shall be subject to the review of the Superintendent of
Highways having jurisdiction on the road.
B.
Driveway culverts shall be a minimum of 12 inches' diameter unless
they are a part of a larger drainage course which may require larger
diameter pipes.
C.
The culverts shall extend a minimum of five feet beyond the edge
of the access driveway and be provided with end sections or headwalls.
The slope from the driveway to the culvert end section shall be graded
and seeded to maintain the slope stability.
D.
Elevations are to be set by NAD 83.
E.
Culverts shall have a minimum of 12 inches of cover.
A.
Concrete.
(1)
Shall be a minimum of four inches thick and 4,000 psi (twenty-eight-day
strength) Class A concrete conforming to NYSDOT Specification 609.
(2)
Air entraining admixture conforming to ASTM Specification C-260.
(3)
Bituminous expansion material shall conform to NYSDOT Specification
705-07.
(4)
Curing and sealing compound conforming to ASTM C-309, Type I, Class
B for curing and sealing.
(5)
Testing is required by the Town as outlined in Section 4.14, C.
(6)
See Appendixes I and R.[1]
[1]
Editor's Note: Said appendixes are included as attachments to this chapter.
A.
Monuments per Appendix H[1] shall be located at:
(1)
P.C. and P.T. of all horizontal curves along one side of the right-of-way.
(2)
Maximum of 1,000 feet along one side of right-of-way line.
[1]
Editor's Note: Said appendix is included as an attachment to this chapter.
B.
Monuments shall consist of one-half-inch diameter reinforcing rod
embedded in concrete four inches in diameter by 30 inches deep as
shown in Appendix GG.[2] Manufacturer shall be Berntsen, three-quarter-inch-by-three-inch
rod, cap marked "Town of Avon R.O.W."
[2]
Editor's Note: Said appendix is included as an attachment to this chapter.
C.
All monuments shall be shown on finished plans.
D.
Monuments shall be set as a minimum at all exterior corners of the
subdivision, on one side of each street and at all changes of direction
in the right-of-way.
E.
Maximum of 1,000 feet at one side of the right-of-way.
F.
Monuments shall be set by a licensed land surveyor before the final
letter of credit release.
G.
Monuments shall be constructed as shown in Appendix H.[3]
[3]
Editor's Note: Said appendix is included as an attachment to this chapter.
A.
The mention of apparatus, articles or materials by name and such
specific description of same as is made herein is intended to convey
to the developer and their contractor an understanding of the degree
of excellence required. The Town shall be the sole judge of the qualifications
of the offerings and will determine all questions regarding the conformance
of any offer outside the specifications.
B.
For any project it will be assumed that the developer will furnish
the exact materials specified on the plans and specifications unless
the developer files with the Town of Avon to any use in the development,
the names and complete description of each article which he proposes
to substitute for approval by the Town Board.
C.
Any costs incurred by the Town or its representatives associated
with the verification of substitute equipment and materials will be
the responsibility of the developer.
Where land areas are reserved for future connections to adjacent
parcels, all improvements, e.g., sanitary, storm, water, roads, will
be constructed to the common property line.
