A.
Private subsurface disposal systems.
(1)
This section covers all subsurface treatment systems, except shallow
absorption trench systems, as listed in Section 75-A.8 of the New
York State Department of Health Rules and Regulations, Appendix 75-A
of Part 75, Chapter II of Title 10, effective 2-1-1990 or the latest
revisions thereof.
(2)
Private subsurface disposal systems must conform to the minimum requirements
established per Appendix 75-A and/or the Department of Environmental
Conservation Design Standards for Wastewater Treatment Works (1988)
and as expanded herein:
(a)
Percolation and deep hole tests must be certified by the design
professional to the Town on the submitted plans. Percolation and deep
hole tests shall be witnessed by the Town Engineer on Thursdays. A
schedule will be established by the Town following prepayment of the
witness fee to the Planning Board Clerk. The Town's maximum percolation
rate for conventional systems is 40 minutes.
(b)
All private sewage disposal systems shall be designed for individual
dwellings containing a minimum of three bedrooms.
[Amended 6-25-2020 by L.L. No. 3-2020]
(c)
The minimum length of leach line shall be 200 linear feet.
(d)
The installation of an individual subsurface disposal system
must be inspected by a design professional and certified to the Town,
along with the submittal of an as-built plan.
(e)
Any installed system must be completely backfilled and graded
within 24 hours of inspection and acceptability by the design engineer.
(f)
No subsurface disposal system will be installed under adverse
weather conditions.
(g)
There will be no driving or parking over the area of the subsurface
disposal system.
(h)
The area of the leach field system will be final graded and
seeded as soon as possible after construction to shed surface water.
(i)
If trench drains or curtain drains are used to lower the seasonal
groundwater around a subsurface disposal system, the site must be
a minimum of five acres in area.
B.
Shallow absorption trench systems.
(1)
Shallow absorption trench systems as defined in Section 75-A.8 of Appendix 75-A shall be designed in accordance with the Health Department Guidelines listed in Section 75-A.8, and must also comply with the expanded requirements as established for private subsurface disposal systems by the Town of Macedon as listed in Subsection A, Private subsurface disposal systems.
(2)
In addition, the following criteria have been established for shallow
absorption trench systems by the Town of Macedon:
(a)
The minimum lot area shall be two acres as calculated to the
right-of-way line.
(b)
The end of all tapers and/or fill limits shall be a minimum
of 50 feet from any property line.
(c)
The area to be filled initially shall include the 50% expansion
area and all required tapers.
(d)
Prior to placement of fill, the system area shall be plowed
with furrows turned upslope.
(e)
All fill must be placed in six-inch lifts (maximum).
(f)
All fill shall be put in place, tested (including witnessing
by Town Engineer) and certified as to proper perc rate and compaction
by the design engineer prior to issuance of a building permit. Said
certification shall also include an as-built of the filled area showing
limits of fill relative to property lines, elevations for existing
grade and top of fill, setback dimensions, etc.
(g)
The minimum taper width shall be 20 feet, with side slopes no
greater than one vertical to three horizontal.
(i)
The maximum length of leach lines shall be 60 feet.
(j)
A buffer area with a minimum area of five feet must be provided
between the sides and ends of all leach lines and the top of tapers.
(k)
Public water must be provided to the residence.
(l)
Shallow absorption trench systems shall not be allowed where
public sewers are available within 500 feet of the parcel to be developed.
(m)
Shallow absorption trench systems shall only be considered on
sites that are positively drained, with no areas (within or adjacent
to a two-acre subarea around the dwelling and leach system) that are
subject to standing water seasonally.
[Amended 6-25-2020 by L.L. No. 3-2020]
(n)
Curtain drains may be used in conjunction with shallow absorption
systems, but may not be used to reduce filling requirements or boundary
conditions as defined in Appendix 75-A.
(o)
No construction traffic shall be allowed in the area of the
leach system.
C.
Alternate systems. Alternate systems must be submitted for approval
to the New York State Department of Health with the following additional
restrictions by the Town:
D.
Public sanitary sewers.
(1)
Minimum requirements shall be established by the New York State Department
of Environmental Conservation and the Town's Sewer Use Ordinance.[1]
(2)
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)
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 a minimum of four
inches in diameter and have a minimum of slope 1/4 inch per linear
foot (2%). 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.[2]
[2]
Editor's Note: Appendix C is included as an attachment to
this chapter.
(3)
Pressure sewers.
(a)
Pressure sewer systems shall be laid out in a branched or tree
configuration to avoid flow-splitting at branches.
(c)
The basis of cumulative flow within the system shall be used.
(d)
A velocity of two to five feet per second must be achieved at
least once and preferably several times per day based on design flows.
(e)
Design shall be for peak sewage flow rate and negligible infiltration.
(f)
Four-inch-diameter pipe shall be the smallest used for raw sewage
force mains. Smaller pipe may be considered if grinder pumps or similar
equipment are installed. These instances will be reviewed on an individual
basis.
(g)
Automatic air-relief valves shall be provided at high points
and major changes in slope in the force main to prevent air locking.
(h)
Force mains shall enter a gravity sewer at the bottom of a manhole
in line with the flow. If this is not possible, the force main shall
not enter the receiving manhole more than two feet above the flow
line.
(i)
Force mains in systems that operate on a seasonal basis shall
be provided within draining capability.
(j)
Normal operating pressure shall be in the range of 40 to 60
psi and shall not exceed 60 psi for any appreciable amount of time.
(k)
Cleanouts shall be placed at a maximum spacing of 400 feet,
at major changes in direction and where one collector main joins another
main. These cleanouts shall include an isolating valve and capped
Y-branch fitting located on either side of the isolating valve and
pointed upstream and downstream for access during maintenance procedures.
(l)
Access shall be provided at the upstream end of each force main
branch.
(m)
All appurtenances and fittings shall be compatible with the
piping system used and shall be full bore with smooth interior surfaces.
(n)
Building service connections shall have a minimum diameter of
1 1/2 inches and shall tap into the force main with a corporation
stop. A check valve shall be provided near the service pump, and a
curb stop and curb box shall be provided at the right-of-way or easement
line.
(o)
The above design parameters have been taken from a publication,
Standards for Waste Treatment Works, by the New York State Department
of Environmental Conservation. See this publication for more detailed
explanation of design considerations.
(4)
Sewage lift stations. In all cases, the use of gravity systems are
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)
There shall be provision made for an audible and visual battery-operated
high-water alarm system.
(d)
There shall be provision made to operate pumps on supplied auxiliary
power equipment.
(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 based on the Town's drainage study.
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:
|
Drainage Area
|
Design Return Interval
|
|---|---|
|
1,000 acres to 4 square miles
|
25-year
|
|
4 square miles to 20 square miles
|
50-year
|
|
20 square miles and above
|
100-year
|
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:
| |||
|
Q
|
=
|
Runoff in cubic feet per second
| |
|
C
|
=
|
Runoff coefficient
| |
|
I
|
=
|
Rainfall intensity in inches per hour
| |
|
A
|
=
|
Drainage basin area in acres
| |
(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:
|
Description of Area or Character of Surface
|
Runoff Coefficient
| |
|---|---|---|
|
Business District
|
0.70 to 0.95
| |
|
Residential
| ||
|
Single-family
|
0.40 to 0.50
| |
|
Apartments
|
0.50 to 0.70
| |
|
Industrial
|
0.50 to 0.90
| |
|
Unimproved
|
0.10 to 0.30
| |
|
Pavement
|
0.70 to 0.95
| |
|
Lawns
|
0.10 to 0.35
| |
(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 United States Coast and Geodetic
Survey 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 one
on four 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 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. If a detention
pond is to be used on the site, the following parameters shall be
adhered to:
(a)
The pond shall be designed to accommodate the return interval
storm for the drainage basin size plus a one-foot zero-inch minimum
freeboard.
(b)
The pond outlet should be protected against erosion.
(c)
An overflow mechanism should be designed to allow for the next
larger return interval design storm.
(d)
Ponds designed in fill or using dikes shall consider soil stability
of the facility.
(e)
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 feet per second.
(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 conduits. When gradient and tributary runoff requires conduit
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 shall 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.
H.
Storm manholes. Storm manholes shall be designed to accommodate the
pipes entering and exiting the structures. A schedule of manhole diameters
shall be provided on the final plan.
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 Recommended Standards for Water Works (1987) and Chapter 281, Water, of the Code of the Town of Macedon.
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 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/Sewer Superintendent.
(4)
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 maximum intervals of 500 feet in subdivisions and 600 feet
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. Two-inch blowoff units shall be provided 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 shall be provided 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 350 feet from the center
line of a given road or at the discretion of the Water/Sewer Superintendent.
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 grade of 2.0% 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)
For driveways and private roads:
[Amended 9-14-1995 by L.L. No. 6-1995]
[1]
All driveways and private roads shall be of a width of 15 feet
plus three feet of shoulder, each side, to allow firefighters and
ambulance crews to walk around their equipment without slipping off
the driveway or private road.
[2]
The slope shall not be greater than 12% at any point in the
driveway or private road.
[3]
The minimum turning path for residential and commercial driveways
shall be determined using the American Association of State Highway
Transportation Officials (AASHTO) Standards for general design of
highways and streets. Minimum radii for individual driveways shall
be sufficient to accommodate a bus-type vehicle 40 feet in length
in accordance with said AASHTO standards. Additional driveway width
and turning radii length may be required, as determined jointly by
the Town Engineer and the Fire Marshall for the Town of Macedon, in
conjunction with the Planning Board.
[4]
There shall be a landing area at the top of the grade that will
accommodate emergency vehicles so that the vehicle shall have safe
access to the principal building on the site.
[5]
When cutting into a hill, both the uphill slope and downhill
slope shall be such that it is stable and can hold vegetation and
be maintained.
[6]
The Town Fire Marshall shall approve and sign all maps.
[7]
The property owner shall provide and maintain adequate horizontal
and vertical clearance for all emergency vehicles along driveways
and private roads.
(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 United States Coast and
Geodetic Survey datum, and the plan shall show a site benchmark.
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)
Design speeds of 55 miles per hour.
(c)
High volumes of traffic.
(d)
Provide access to local roads.
(e)
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 (nondedicated and more than one user):
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 included as an attachment
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)
There shall be clear sight at intersections.
(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 American Association of State Highway and Transportation
Officials 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:
[Amended 9-11-1997 by L.L. No. 3-1997]
|
Class
|
Pavement Width
(feet)
|
Edge Treatment
|
Drainage
|
|---|---|---|---|
|
Town collector
|
22 (min.)
|
5-foot shoulder
|
Roadside swale
|
|
Local (subdivision)
|
22
|
30-inch concrete gutters
|
Underground conduit
|
|
Rural development
|
22
|
4-foot shoulder
|
Roadside swale
|
|
Private
|
18
|
2-foot shoulder
|
Roadside swale
|
G.
Special considerations.
(1)
Roadside swales. 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
is 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. (Note:
All depths are compacted thicknesses.)
B.
Minimum design standards shall be as follows:
(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)
A nine-inch-thick stabilized shoulder constructed of crushed
stone with a single seal of 0.4 gallons per square yard of hot bituminous
liquid with 25 pounds per square yard of first stone.
(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:
(a)
One six-inch lift of No. 2 and No. 3 crushed stone, mixed equally.
(b)
One three-inch lift of crusher-run stone.
(c)
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]
Have the area finish graded and seeded 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]
Not exceed a slope greater than 3% from the edge of the pavement
to a point 30 feet into the property being developed.
[7]
Have a maximum grade within the development site of 12%.
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 driveways
and/or 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 in 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 shall be set by United States Coast and Geodetic Survey
datum.
E.
Culverts shall have a minimum of six inches of cover.
Where required by the Planning Board, sidewalks shall be concrete
per Appendix T.[1]
[1]
Editor's Note: Appendix T is included as an attachment to
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 right-of-way line.
[1]
Editor's Note: Appendix L is included as an attachment to
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.
