A.
Private disposal systems. Private disposal systems must conform to
the minimum requirements established by the New York State Department
of Health per the Individual Residential Wastewater Treatment Systems
Design Handbook – 1996 (reprinted 2008) and/or the Department
of Environmental Conservation Design Standards for Wastewater Treatment
Works (1988), 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 Ontario 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
outline in the NYS Department of Health Individual Residential Wastewater
Treatment Systems Design Handbook – 1996 (reprinted 2008). 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 (are) in strict
compliance with the New York State Department of Health Design Handbook
referenced above.
| |
|
| |
|
Signature/Date
|
(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 Ontario 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 Ontario:
(1)
Fill limits shall include a future expansion area.
(2)
Evapotranspiration 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 the New York State Department of Environmental Conservation and Chapter 114 of the Code of the Town of Ontario.
(1)
Gravity sewers - expanded information.
(a)
Sewer mains shall be a minimum of eight inches in diameter,
except in those areas where the sewer shall be of the diameter outlined
in a Master Plan.
(b)
Manhole spacing shall be a maximum of 300 linear feet.
(c)
The sewer shall be designed at such a depth to provide basement
drainage. If site conditions are such that basement drainage cannot
be provided to all units, a specific note to that effect shall be
placed on the plan.
(d)
All necessary mains and laterals required to connect to the
public sewage system as shown on the final approved plan shall be
installed by the developer.
(e)
Elevations. Where other utilities parallel or cross the sanitary
system, vertical clearance between the systems shall be provided to
permit the satisfactory installation of all services.
(f)
Laterals for each individual lot shall be:
[1]
Minimum of four inches in diameter.
[2]
Minimum slope of 1/4 inch per linear foot (2%).
[3]
Cleanouts shall be provided at a maximum distance
of 85 feet, and one shall be located on the right-of-way or easement
line. All cleanouts shall include a cast-iron vent cover per Appendix
C.[1]
[1]
Editor's Note: Appendix C is included at the end of this chapter.
(g)
Flow and test manhole. A sanitary sewer manhole, in accordance
with Appendix Q,[2] shall be provided on all private laterals and sanitary
sewers from multifamily residential, commercial, and industrial uses,
unless otherwise approved by the Superintendent of Water Utilities.
The flow and test manhole shall be located on the right-of-way or
easement line immediately upstream of the private system's connection
to the Town's sanitary sewer system.
[2]
Editor's Note: Appendix Q is included at the end of this chapter.
(2)
Pressure sewers.
(a)
Pressure sewer systems shall be laid out in a configuration
that is hydraulically efficient.
(b)
Access shall be provided at the upstream end of each force mail
branch.
(c)
All appurtenances and fittings shall be compatible with the
piping system designed and shall be full bore with smooth interior
surfaces.
(d)
Building service connections shall have a minimum diameter of
1 1/4 inches and shall tap into the force mail with a corporation
stop. A check valve shall be provided near the service pump.
(3)
Sewage lift station. In all cases, the use of gravity systems
is encouraged over pump stations. Specific geographic and/or topographic
areas may require the use of sewage lift stations to transmit contributory
flows to the trunk sewer system.
(a)
Pumps shall be a factory-built, self-priming, solids-handling,
horizontal, centrifugal motor-driven sewage duplex pump system. Acceptable
manufacturers are Gorman-Rupp, T-series pumps or Smith & Loveless
vacuum-primed nonclog series (selection to be determined by the Town).
The pump station system, building enclosure and wet well shall meet
all the requirements of the latest edition of the Recommended Standards
for Wastewater Facilities (Ten State Standards). Buildings shall also
conform to the latest New York State Building Code and NFPA requirements.
(b)
The pump system shall be enclosed in a split-face masonry block
building, with wooden truss roof and asphalt shingles, siding at eaves,
soffits, etc., and double-swing steel doors. Minimum building size
for a duplex pump station system shall be 10 feet by 16 feet (final
size and orientation to be determined by the Town). Pump station design
shall be of similar components and layout as the Town pump station
located at Roder Parkway and Ontario Drive. Materials and colors are
to be approved by the Town.
(c)
The building shall include an exterior security wall-pak-type
light as well as a red trouble light in the event of an alarm condition
at the pump station.
(d)
Unit heaters and a fresh-air ventilation system shall be provided
for this station.
(4)
Exterior piping/wet well.
(a)
Drain line shall be provided from the pump station building
to the wet well for floor drain and air-release discharge.
(b)
Water service shall be provided to the pump station building
with RPZ/meter and hose bibb connection.
(c)
Wet well suction piping shall be stainless steel or Class 53
ductile-iron pipe with stainless steel pipe supports at 48 inches
on center. Ninety-degree increaser elbow shall be installed where
suction piping meets the bottom of the wet well.
(d)
If bubbler line is used in the wet well, bubbler line shall
be run within a PVC carrier pipe, anchored to the wet well walls.
(e)
All piping between the pump station and wet well shall consist
of airtight seals and traps for drain lines.
(f)
The wet well shall be accessed by a Bilco-style hatch, constructed
for H-20 loading.
(6)
Valving and piping.
(a)
Each pump shall be equipped with a full-flow-type check valve,
capable of passing a three-inch spherical solid, with flanged ends,
and be fitted with an external lever and spring.
(b)
The discharge header shall include a three-way plug valve to
permit either or both pumps to be isolated from the common discharge
header. The valves shall be capable of passing a three-inch spherical
solid. Plug valve shall be nonlubricated, tapered type with one-hundred-twenty-five-pound
standard flanges.
(c)
Emergency bypass piping shall be provided and shall include
a two-way plug valve and quick-connect fitting.
(d)
Each pump shall be equipped with a minimum four-inch-diameter,
glycerin-filled, compound suction gauge and a four-inch-diameter,
glycerin-filled pressure gauge. They both shall be calibrated in feet
of water column. They shall be mounted on a resilient panel and provided
with flexible hoses and shutoff valves.
(e)
The pump station shall be equipped with automatic air release
valves. Valves shall close upon completion of a priming or repriming
cycle and prevent recirculation. Valves shall provide a visual indication
of valve closure and operate solely on pump discharge pressure, not
the presence of liquid. The valve shall be constructed of cast iron
and stainless steel, include a three-inch cleanout port, and be field-adjustable
for varying discharge heads.
(f)
The pump shall be provided with a drain kit which consists of
a ten-foot length of plastic hose with a quick-connect female KAMLOCK
fitting at one end of the hose and two sets of fittings for pump drains.
Each set of fittings for the pump drain shall include a pump nipple,
bushing, bronze gate valve, and quick-connect male KAMLOCK fitting.
(7)
Auxiliary power.
(a)
The pump station shall operate on utility power when such power
is available, except for exercise periods. When operating on utility
power, operation of pumps and motors shall be controlled by the AC
level control system as specified. During a failure of utility power,
and during exercise periods, operation of the pump shall be provided
by either:
(8)
Control panel.
(a)
The control panel shall be NEMA I, fabricated of 14-gauge steel
with continuous welds, interior and exterior painted with white enamel,
and be provided with a removable back panel, continuous steel hinge.
(b)
Each pump shall have an open-frame, across-the-line, NEMA-rated
magnetic motor starter. All motor starters shall be equipped to provide
undervoltage release and overload protection on all three phases.
(c)
Overload relays shall be block type and shall be manual-reset
only. Trip setting shall be determined by the heater element only
and not by adjustable settings.
(d)
A properly sized, heavy-duty air circuit breaker shall be furnished
for each pump motor. All circuit breakers shall be sealed by the manufacturer
after calibration to prevent tampering. A pad-locking operating mechanism
shall be installed on each motor circuit breaker. Operator handles
for the mechanism shall be located on the exterior of the control
compartment door, with interlocks which permit the door to be opened
only when the circuit breakers are in the off position.
(e)
A duplex ground-fault-indicating utility receptacle providing
one-hundred-fifteen-volt, sixty-Hertz, single-phase current shall
be mounted on the side of the control enclosure. The receptacle circuit
shall be protected by a fifteen-ampere thermal magnetic circuit breaker.
(f)
The control panel shall be equipped with circuitry to override
the level control system and shut down the pump motor when required
to protect the pump from damage caused by excessive temperature. A
thermostat shall be mounted on each pump to detect its temperature,
and a magnetic switch shall be supplied for each thermostat. An indicator,
visible on the front of the control panel, shall indicate when the
pump motor has been stopped because of high temperature conditions.
The pump shall remain locked out until it has cooled and the circuit
has been manually reset.
(g)
The control panel shall also be supplied with HOA switches,
alternator relay, pump-run indicators, elapsed time indicators, and
a sequence selector switch.
(h)
The control panel shall be equipped with a surge arrestor to
minimize damage to the pump motors and control from transient voltage
surges. The arrestor shall utilize metal-oxide varistors encapsulated
in a nonconductive housing. The arrestor shall be rated at 650 volts
RMS nominal with a discharge capability of 20,000 amps.
(i)
Indicating lights shall be oiltight type and equipped with integral
step-down transformers and indicate pump No. 1 and pump No. 2 high
pump temperature shut-down, high wet well level, loss of power and
alarm silenced.
(j)
Switch controls shall be oiltight-type contacts rated NEMA a-300
minimum. Switches shall be provided to disconnect the control circuit,
select the mode of operation for each pump, select the sequence of
pump operation, operate the level control system as described below,
override all controls except motor overload relays, silence one of
the one-hundred-fifteen-volt AC alarm circuits and reset the high-water
alarm circuit.
(k)
All wiring, workmanship, and schematic wiring diagrams shall
be in compliance with applicable standards and specifications for
industrial controls set forth by the Joint Industrial Council (JIC),
National Machine Tool Builders Association (NMTBA), and the National
Electrical Code (NEC). Wires shall be color-coded, with identification
numbers on both ends.
(l)
Dry contacts will be provided for high-water alarm, high pump
temperature shut down for pump No. 1 and pump No. 2, and loss of power.
(m)
All conduits and fittings shall be UL-listed, liquidtight, flexible
metal conduit to be constructed of smooth, flexible, galvanized steel
core with smooth, abrasion-resistant, liquidtight, polyvinyl chloride
cover.
(n)
Control components shall be permanently mounted using the same
identification keys shown on the electrical diagram. Labels must be
mounted adjacent to the device being identified. Switches, indicators,
and instruments mounted through the control panel door shall be labeled
to indicate function, position, etc. Labels shall be mounted adjacent
to or above the device.
(o)
To meet UL requirements and to meet the NEC bend space requirements,
the main terminal block shall include separate termination points
for each wire connection.
(9)
Level control.
(a)
The level control system shall start and stop the pump motors
in response to changes in wet well level, as set forth herein.
(b)
The level control system shall be capable of operating as either
an air-bubbler-type level control system, submersible-transducer type
system, or ultrasonic-transmitter-type system (the Town to determine
the type of level control system desired for the station).
(c)
The level control system shall utilize the alternator relay
to select first one pump, then the second pump, to run as lead pump
for a pumping cycle. Alternation shall occur at the end of a pumping
cycle.
(10)
Telemetry.
(a)
A telephone dialer shall be mounted within the pump station
and wired to the pump control panel to monitor all alarm conditions.
It shall be a RACO verbatim dialer, or approved equal, or an Omni
site wireless monitoring system, with all features to make it acceptable
to the Town. Future capability for SCADA connections shall be incorporated
into the telemetry system design and construction.
(b)
Alarming and monitoring. The device shall monitor connected
alarms and analyze and report the following information with alarm
notifications sent immediately, or at user-selectable time delays,
and daily time-scheduled reports of the following:
[1]
High water alarm (from level controller).
[2]
Power failure alarm.
[3]
Pump flow rate, pump No. 1 and pump No. 2, GPM.
[4]
Combined pump flow rate, GPM.
[5]
Wet well inflow rate.
[6]
Total station daily flow, gallons.
[7]
Pump 1, 2 amp draw.
[8]
Pump 1, 2 on/off cycles.
[9]
Pump 1, 2 runtimes.
[10]
Combined pump runtime.
[11]
High pump temperature alarm, pump No. 1 and No.
2.
[12]
Daily time stamps when minimum and maximum inflow
occurred.
[13]
Average daily inflow.
[14]
Cellular signal strength (if applicable).
[15]
Historical log showing alarm history.
[16]
Historical data exportable to approved data collection
software (i.e., Microsoft Word, Excel or Access).
[17]
Crew on-site notification alert.
[18]
Low-battery backup alarm.
[19]
Station enclosure low temperature.
[20]
Independent high-water float switch.
[21]
Six additional alarm inputs.
[22]
Two additional relay outputs.
[23]
Alarm notification: operator-programmable using
voice call, pager or e-mail.
[24]
Contact list: operator-programmable; upon alarm
activation, the system shall selectively contact the configured recipient
list according to the current alarm(s).
(11)
Operational test.
(a)
A single pump manufacturer shall design and manufacture the
entire pumping system. The pumps, motors, piping, valves, and controls
shall be totally factory-assembled and be given an operational test
as an assembled system with all supplied equipment. The test shall
substantiate the correct performance of the equipment at the design
head, capacity, suction lift, speed and HP as herein specified.
(12)
Station finish.
(a)
Pumps, piping, and exposed steel framework shall be cleaned
prior to painting using industrial cleaner or abrasive process. Exposed
surfaces are to be coated with a low-VOC, alkyd-based, high-solids,
semigloss enamel incorporating rust-inhibitive additives. Both the
primer coat and the finish coat shall be 1.0-1.25 MIL dry film thickness
(minimum). The finish coat shall be resistant to oil mist exposure,
solvent contact, and salt spray. The factory finish shall allow for
overcoating and touch up after final installation.
(13)
Warranty.
(a)
The pump station manufacturer shall warrant all equipment to
be of quality construction, free of defects in material and workmanship.
A written warranty shall include specific details described below.
[1]
The equipment, apparatus, and parts furnished shall
be warranted for a period of five years, excepting only those items
that are normally consumed in service, such as light bulbs, oils,
grease, packing, gaskets, O-rings, etc. The pump station manufacturer
shall be solely responsible for the warranty of the station and all
components.
[2]
The warranty shall become effective upon the acceptance
by the purchaser or the purchaser's authorized agent, or 60 days after
installation.
A.
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.
B.
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.
C.
Stormwater sizing criteria. All stormwater sizing shall be in conformance
with methods outlined in the "New York State Stormwater Management
Design Manual."
D.
Stormwater management practices: watershed control law. 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.
E.
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%.
Field inlets shall be generally provided every third lot or a maximum
of 300 linear feet at all low points and where swales intersect.
(b)
Storm sewers.
[1]
Minimum pipe size: 12 inches in diameter.
[2]
Minimum velocity when flowing full: three feet
per second.
[3]
Maximum manhole and catch basin spacing: 300 linear
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.
(3)
Outfalls.
(a)
Points of discharge shall be recognized U.S.G.S. drainagecourses,
which may require the developer to acquire downstream easements for
dedication to the Town.
(4)
Stormwater management facilities.
(a)
All facilities shall be designed in accordance the "New York
State Stormwater Management Design Manual" and the Phase II SPDES
general permit requirements.
(5)
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 Chapter 146 of the Code of the Town of Ontario and Recommended Standards for Water Works (1987).
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 Water Utilities 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.
Hydrants. Hydrants shall be spaced to comply with ISO requirements
but at a maximum of five-hundred-foot intervals in subdivisions and
six-hundred-foot intervals in open spaces.
C.
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.
D.
Dead-end mains. Provide two-inch blowoff units at the end of all
dead-end mains.
E.
Water services. Provide a minimum of three-fourths-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.
F.
Meter pits (for individual services). Meter pits shall be installed
when the water service length is greater than 250 feet from the center
line of a given road.
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% grade away from
the structure to the drainage system.
(3)
Drainage shall generally be to side or rear lot swales, provided
that:
(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 the right-of-way line shall be not more than
two feet above finish grade at the 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 multi-lot 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.
The basic considerations of each road classification are as follows:
(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)
Meets New York State Fire Code.
C.
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 H, HA and I.[2]
[2]
Editor's Note: Appendixes H, HA and I are included at the
end of 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°.
(4)
Minimum center-line radius of 150 feet.
(5)
Road pavement intersections shall have a minimum thirty-five-foot
radius.
(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.
(1)
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.
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 (1 lot)
|
14
|
None
|
None
| |
|
Private (2 or more lots)
|
14
|
3-foot shoulder
|
Surface swale, underground conduit
|
G.
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.
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.
B.
Minimum design standards.
(1)
Commercial/industrial.
(a)
Mirafi 1100N nonwoven polypropylene geotextile fabric.
(b)
Two six-inch lifts of No. 2 and No. 3 crushed stone equally
mixed (NYSDOT Gradation Table 703-4).
(c)
One six-inch lift of Type I (NYSDOT Item No. 304.11) fine crusher-run
stone.
(d)
Asphaltic concrete courses shall be three inches of Type 3 binder
(NYSDOT Item No. 403.138902) and one inch of Type 7F2 top (NYSDOT
403.198202). Note: Binder course is to be installed even with gutter.
(2)
Residential/subdivision.
(a)
Mirafi 1100N nonwoven polypropylene geotextile fabric.
(b)
Two six-inch lifts of Type 1 crusher-run stone.
(c)
One three-inch lift of Type 2 crusher-run stone.
(d)
Asphaltic concrete courses shall be three inches of Type 3 binder
and one inch of Type 7F2. Note: Binder course is to be installed even
with gutter.
(3)
Private (one lot).
(a)
Mirafi 140N nonwoven polypropylene geotextile fabric.
(b)
One six-inch lift of No. 2 and No. 3 crushed stone mixed equally.
(c)
One three-inch lift of Type 2 crusher-run stone.
(d)
A private drive off a dedicated road shall:
[1]
Be designed to keep surface water flows from entering
the travelway of the dedicated street.
[2]
Provide soil erosion measures on the site as it
is being developed.
[3]
Provide an adequately sized culvert with end sections
or headwall treatment.
[4]
Finish grade and seed the area immediately upon
completion of the private drive base.
[5]
Provide a hard surface from the edge of the existing
pavement at least 30 feet toward the developed site.
[6]
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.
[7]
Maximum grade within the development site shall
be 12%.
(4)
Private (two or more lots):
(a)
Mirafi 140N nonwoven polypropylene geotextile fabric.
(b)
One six-inch lift of No. 2 and No. 3 crushed stone mixed equally.
(c)
One three-inch lift of Type 2 crusher-run stone (NYSDOT Item
No. 304.12).
(d)
One three-inch lift of Type 3 binder (NYSDOT Item No. 403.138902).
(e)
A private drive off a dedicated road shall:
[1]
Be designed to keep surface water flows from entering
the travelway of the dedicated street.
[2]
Provide soil erosion measures on the site as it
is being developed.
[3]
Provide an adequately sized culvert with end sections
or headwall treatment.
[4]
Finish grade and seed the area immediately upon
completion of the private drive base.
[5]
Provide a hard surface from the edge of the existing
pavement at least 30 feet toward the developed site.
[6]
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.
[7]
Maximum grade within the development site shall
be 12%.
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NOTE: All depths are compacted thicknesses.
|
Driveway culverts:
A.
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.
Shall be a minimum of 12 inches in diameter unless they are a part
of a larger drainagecourse 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 USC&GS datum.
E.
Culverts shall have a minimum of 12 inches of cover.
Sidewalks shall be concrete per Appendix U.[1]
[1]
Editor's Note: Appendix U is included at the end of this chapter.
Monuments, per Appendix L,[1] shall be located at:
A.
P.C. and P.T. of all horizontal curves along one side of the right-of-way.
B.
A maximum of 1,000 feet along one side of the right-of-way line.
[1]
Editor's Note: Appendix L is included at the end of this chapter.
Where land areas are reserved for future connections to adjacent
parcels, all improvements, i.e., sanitary, storm, water, roads, will
be constructed to the common property line.
