A.
Private disposal systems. Private disposal systems
must conform to the minimum requirements established by the New York
State Department of Health per Appendix 75-A of Part 75 Chapter 11
of Title 10, effective 12-1-1990, or the latest revisions thereof,
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:
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I, ________________________________, certify
to the Town of East Bloomfield that the soil percolation and deep
hole tests 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 Appendix 75-A
(12-1-1990) or latest revision thereof. The tests accurately represent
the soil conditions on the proposed site.
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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 Individual Household
Systems 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 East Bloomfield by a licensed professional
as compared to the approved plans before a certificate of occupancy
will be issued.
(5)
The Town Building Department must observe the subsurface
disposal system when it is installed for compliance to the approved
plans.
(6)
Any installed system must be completely backfilled
and graded within 24 hours of inspection and acceptability by the
design engineer.
(7)
No subsurface disposal system will be installed under
adverse weather conditions.
(8)
There will be no driving or parking over the area
of the subsurface disposal system.
(9)
The area of the leach field system will be final graded
and seeded as soon as possible after construction to shed surface
water.
(10)
Any subsurface disposal system which includes
design parameters that raise the topography in the area of the system
by more than one foot above the original grade or elevation level
shall require the end of the taper or fill limits to be a minimum
of 50 feet from any property line. This will also include the limits
of any future expansion areas.
B.
Public sanitary sewers. Minimum requirements shall be as established by the New York State Department of Environmental Conservation and Chapter 105, Sewers.
(1)
Gravity sewers: expanded information.
(a)
Sewer mains shall be a minimum of eight inches
in diameter, except in those areas where the route within the development
is part of a potential major trunk line. In these areas, the sewer
shall be of the diameter called out by the Town Board or Town Engineer.
(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.
(g)
Dry sewers, where required, shall be designed
to the grades established by the Planning Board and Town Engineer.
(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 forcemain 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 11/4 inches and shall tap into the forcemain with a corporation
stop. A check valve shall be provided near the service pump.
(3)
Sewage lift stations. 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)
Before sewage pumping stations are designed
they should be discussed with the town to provide compatible equipment
to that already in use.
(b)
Compliance with design criteria of the New York
State Department of Environmental Conservation Recommended Standards
for Wastewater Facilities (1990) is required.
(c)
Provision of an audible and visual high-water
alarm system, battery operated, is required.
(d)
Provision to operate pumps on supplied auxiliary
power equipment is required.
(e)
Pump stations shall be designed to have the
controls and motors above ground, as manufactured by Gorman Rupp.
(f)
Elapsed time meters shall be provided on the
motors to determine quantity of flow being pumped from the station.
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. Drainage 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.
A.
Storm sewers and drainage facilities. A drainage area
of up to 1,000 acres shall be designed to transmit the flow of a one-in-ten
year storm. Larger systems and structures on natural watercourse channels
shall have design return intervals as follows:
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Drainage Area
|
Design Return Interval
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|---|---|---|
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1,000 acres to 4 square miles
|
25-year
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4 square miles to 20 square miles
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50-year
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20 square miles and above
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100-year
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B.
Allowance for overflow conditions. Overflow conditions
shall be designed into each system to protect against damage from
major storms and provide an outlet for stormwater, should inlets or
pipes become damaged or plugged.
C.
Natural channels and open swales. 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.
D.
Runoff computations.
(1)
The design of storm systems shall be generally established
by the Rational Formula (Q = CiA) where:
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Q
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=
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Runoff in cfs
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C
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=
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Runoff coefficient
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|
i
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=
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Rainfall intensity in inches/hour
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A
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=
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Drainage basin area in acres
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(3)
Times of concentration shall be calculated by the
design engineer, but shall be a maximum of 15 minutes to the first
inlet for a residential subdivision.
(4)
Runoff coefficients.
(a)
Runoff coefficients shall also be calculated
by the design engineer to establish a weighted value representative
of the type of development proposed. In general, the following ranges
shall be adhered to:
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Description of Area or Character of Surface
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Runoff Coefficient
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|---|---|---|---|
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Business District
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0.70 to 0.95
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Residential:
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Single-family
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0.40 to 0.50
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Apartments
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0.50 to 0.70
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Industrial
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0.50 to 0.90
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Unimproved
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0.10 to 0.30
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Pavement
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0.70 to 0.95
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Lawns
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0.10 to 0.35
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(b)
Factors to be considered in the determination
of the runoff coefficient are: soil type, slope of land, development
density, etc.
(5)
Points of discharge shall be recognized USCGS drainage
courses, which may require the developer to acquire downstream easements
for dedication to the town.
(6)
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.
(7)
Backyard swales shall be designed with minimum side
slopes of 1:4 and a minimum longitudinal slope of 1.0%. Field inlets
shall be generally provided every 300 linear feet at all low points
and where swales intersect.
(8)
Retention or detention ponds.
(a)
Retention or detention ponds may be required
for developments within the town where, in the judgment of the Planning
Board and the town, these facilities may be applied to the existing
conditions or topography which dictate the practicality of this alternative.
(b)
If a detention pond is to be used on the site,
the following parameters shall be adhered to:
[1]
Pond shall be designed to accommodate the return
interval storm for the drainage basin size, plus a one-foot-to-zero-inches
minimum freeboard.
[2]
The pond outlet should be protected against
erosion.
[3]
An overflow mechanism should be designed to
allow for the next larger return interval design storm.
[4]
Ponds designed in fill or using dikes shall
consider soil stability of the facility.
[5]
Runoff calculations for larger facilities may
use alternate methods, such as the unit hydrograph or one of the Soil
Conservation Service methods applicable to the situation and acceptable
to the town.
(9)
The design engineer shall submit, as a minimum, the
following information for review of the drainage design:
E.
Storm drains.
(1)
Minimum pipe size shall be 12 inches in diameter.
(2)
Minimum velocity when flowing full shall be three
fps.
(3)
Maximum manhole and catch basin spacing shall be 300
linear feet.
(4)
In general, only natural waterways may be continued
in open channels. Street drainage and other parts of a storm sewer
system shall be in closed conduit. When gradient and tributary runoff
requires conduits greater than 36 inches in diameter, then open channel
design may be considered.
F.
Storm laterals. Gravity laterals shall be a minimum
of four inches in diameter. Sump pumps with check valves will be permitted
to discharge to storm laterals or, in the absence of storm sewers,
to splash pads directed to side or rear yard drainage swales. Roof
runoff will not be permitted to tie into the storm laterals directly
but discharge to splash pads.
G.
Catch basins. 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,
except in those areas where the storm sewer is 24 inches in diameter
or greater.
I.
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 the development with potable water shall comply with Chapter 131, Water.
A.
Design.
(1)
Water supply system 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 500 foot intervals in subdivisions
and 600 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 1,200 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. A minimum three-fourths-inch water
service to the right-of-way line of all individual lots or where an
easement is provided shall be 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. Remote read meters shall be
placed outside the pit area.
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 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 the 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 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 USCGS datum
and the plan shall show a site bench mark.
B.
The basic considerations of each road classification
are as follows:
(1)
Town collector.
(a)
Provides connections to major roads and represents
major traffic pattern throughout the town.
(b)
Has design speed of 55 miles per hour.
(c)
Accommodates a high volume of traffic.
(d)
Provides access to local roads.
(e)
Accommodates a relatively low-density of development
abutting such a road.
(f)
Represents a typical road built or reconstructed
by the Town Highway Department.
(4)
Private road (nondedicated and no more than four users).
[Amended 5-24-1999 by L.L. No. 1-1999]
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 Appendices H and I.[1]
[1]
Editor's Note: Appendices H and I are located
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 required.
(3)
No center line intersection angle shall be less than
75°.
(4)
Minimum center line radius shall be 150 feet.
(5)
Road pavement intersections shall have a minimum radius
of 35 feet.
(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 lengths 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
| |
|---|---|---|---|---|
|
Town Collector
|
22
(minimum)
|
Shoulder (5 feet)
|
Roadside swale
| |
|
Local
|
22
|
Concrete gutters (30 inches)
|
Underground conduit
| |
|
Rural
Develop-
ment
|
22
|
Shoulder (4 feet)
|
Roadside swale
| |
|
Private
|
22
|
Shoulder (3 feet)
|
Roadside swale
|
G.
Special considerations.
(1)
Road swale. Where grades exceed 5% and/or unstable
soil conditions warrant, the swales shall be designed to control flow
velocities.
(2)
Underdrains. When soil or subsurface conditions could
cause base failures in the road, the developer will be required to
install underdrains. 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)
Town collector.
(a)
Two six-inch lifts of No. 2 and No. 3 crushed
stone, equally mixed.
(b)
One three-inch lift of Type 2 crusher-run stone.
(c)
Asphaltic concrete courses shall be two inches
of Type 3 binder and one inch of Type 7F top.
(d)
Nine inch thick stabilized shoulder constructed
of Type 2 crusher-run stone with a single seal composed of either
0.4 gallons per square yard of hot bituminous liquid with 25 pounds
per square yard of No. 1a stone or Type 7F top course which has been
rolled to a minimum compacted depth of one inch.
(2)
(3)
Rural development. Design depends on whether the road
is to be dedicated or maintained as private. The design engineer should
incorporate the points established for local/private as necessary.
(4)
Private road (nondedicated).
[Amended 5-24-1999 by L.L. No. 1-1999]
(a)
One six-inch lift of No. 2 and No. 3 crushed
stone, mixed equally, or equivalent as approved by Town Engineer.
(b)
One three-inch lift of crusher-run stone, or
equivalent as approved by Town Engineer.
(c)
A private drive off a dedicated road shall:
[1]
Be designed to be dust-free and to keep surface
water flows from entering the travel way 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.
(d)
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.
(e)
Maximum grade within the development site shall
be 12%.
|
(NOTE: All depths are compacted
thickness.)
|
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 have minimum diameter of 12
inches, 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 endsection
shall be graded and seeded to maintain the slope stability.
D.
Elevations are to be set by USCGS datum.
E.
Culverts shall have a minimum of 12 inches of cover.
Where required by the Planning Board, sidewalks
shall be concrete, per Appendix T.[1]
[1]
Editor's Note: Appendix T is located at the
end of this chapter.
Monuments per Appendix L[1] shall be located at:
A.
Point of curvature and point of tangent of all horizontal
curves along one side of the right-of-way.
B.
Maximum of 1,000 feet along one side of the right-of-way
line.
[1]
Editor's Note: Appendix L is located 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.
