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.
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) Inlets.
(a)
Catch basins.
[1]
Catch basins shall be placed at all low points and intersections
with maximum spacing of 300 feet. Catch basin leads shall only be
connected to the storm sewers at manholes.
(b)
Storm sewer manholes.
[1]
Storm sewer manholes shall be designed to accommodate the pipes
entering and exiting the structures.
[2]
A schedule of manhole diameters shall be provided on the final
plan.
(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.
(d)
Catch basin leads: shall be a minimum of 12 inches in diameter.
[1]
Reinforced concrete pipe.
[4]
High-density polyethylene pipe.
(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.
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. In this case, a note stating this shall be placed on the
plans. Polyethylene wrap specifications:
[1]
Polyethylene tube: AWWA C-105.
[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.
(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.
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.