A.
These standards are issued as guides for design and
construction of facilities by private developers. They are formulated
so that all facilities may eventually be accepted for maintenance
by the town or the appropriate agency. With this objective, adequate
design life, ease of operation and maintenance and standardization
have been given primary consideration. Each facility shall be designed
and constructed as part of a future complete system.
B.
Any standard or specification referred to shall be
understood to be the current version of that standard or specification.
The Board may require higher standards where it believes they are
justified. The Board will also consider approval of a design or construction
method which is not included in these standards.
C.
The list of approved materials is under constant review
by the Board, and submission of requests for inclusion of new material
is encouraged. Such requests should be substantiated by test results,
specifications and other data. Listing of a material or component
in the list of approved materials or approval of a new material does
not prevent the Board from requiring inspections or tests deemed by
the Board to be necessary before such material or component is installed.
D.
In general, the subdivision plat, development map
and the plan/profiles included in the final submission shall include
enough detail to show compliance with design standards. The Board
may require the submission of design calculations for review by the
Board's Engineer. In some cases, at the discretion of the Board, construction
methods shall also be shown.
E.
Compliance with construction standards, approved materials
list and the approved final submission shall be required during construction.
Final approval of the development construction and release of the
letter of credit shall be dependent upon such compliance. Construction
methods shall conform to the manufacturer's recommendations, unless
otherwise specified in these standards.
A.
General. Procedure shall include atmospheric and slope
corrections to distance measurements; adjustment of closed baseline
traverses; presentation of all necessary data clearly and completely;
and the use of proper methods to obtain the required standards of
accuracy.
B.
Surveying accuracy. The position closure of a traverse
after distribution of azimuth errors shall not exceed one to ten thousand
(1:10,000). Discrepancies in levels between forward and backward runs
shall not exceed one-tenth (0.1) of a foot times the square root of
the length of the section in miles.
C.
Mapping accuracy. The limits of error in any map shall
not exceed one-tenth (0.1) inch between points as scaled on the original
map. The elevation error shall not exceed one-half (1/2) the contour
interval.
D.
Monuments and bench marks.
(1)
Monuments shall be located in sufficient number to
control the subdivision, but as a minimum they shall be located at
every point of tangency, point of curvature, point of deflection and
all intermediate points necessary to provide visibility between adjacent
monuments along one right-of-way line of each street or as approved.
All easements shall be similarly monumented. Iron pipes shall be located
at all lot corners and shall be located by reference to monuments.
(2)
Bench marks shall be set and marked and referenced
to a United States Geological Survey elevation. A minimum of one bench
mark shall be required for every 25 acres developed.
(3)
Monuments and bench marks shall be carried from existing
monuments or bench marks and their origin noted on the subdivision
plat. Suitable primary control points shall be shown on the plat and
all other dimensions, bearings, angles and similar data shall be referred
to them.
E.
Certification. The following certification accompanied
by the imprint of the New York registration seal of the land surveyor
and his name shall be included on the subdivision plat: "I hereby
certify this map to be substantially correct and in accordance with
the accuracy required by the Town of Corinth Subdivision Standards."
A.
General. When a subdivision street intersects an existing
street, the Board may require the owner to improve the existing street
as necessary to meet the requirements of this chapter for intersection
design.
B.
Street width. Subdivisions shall be laid out to provide the following street and roadway widths, as specified on detail sheets in Article VII, Construction Detail Sheets, of this chapter. Roadways shall be centered in the right-of-way except in unusual cases.
C.
Street alignment.
(1)
A curve shall be required whenever a collector or
local street deflects more than 10º. A curve shall be required
for any deflection in an arterial street. Minimum center-line radius
for horizontal curves shall comply with the American Association of
State Highway and Transportation Officials' (AASHTO) design guidelines.
AASHTO's Policy on Geometric Design of Highways and Streets indicates
the following:
|
Street Type
|
Minimum Radius
(feet)
| |
|---|---|---|
|
Collector
|
300
| |
|
Local
|
200
| |
|
Marginal access
|
200
|
(2)
A tangent of at least 150 feet shall be required between
reverse curves.
D.
Street grades.
(1)
Maximum street grades shall be as follows:
|
Street Type
|
Maximum Grade
(percent)
| |
|---|---|---|
|
Collector
|
6%
| |
|
Local
|
7%
| |
|
Marginal access
|
7%
|
(2)
Street grades shall not be less than 1% nor greater
than those listed above, except in extreme circumstances where the
Board may waive this requirement. Grades at street intersections shall
be held to a maximum of 3% for a distance of 100 feet from the edge
of the pavement of the intersecting street. Vertical parabolic curves
shall be introduced at changes of grade exceeding an algebraic difference
of 1% and shall provide the following minimum sight distances:
|
Street Type
|
Minimum Sight Distance
(feet)
| |
|---|---|---|
|
Collector
|
275
| |
|
Local
|
200
| |
|
Marginal access
|
200
|
E.
Street intersections.
(1)
Intersections of more than two streets shall be prohibited.
Intersecting streets shall be laid out so as to intersect at 90º,
if feasible. An angle of intersections of less than 75º shall
not be permitted. Any change in street alignment to meet this requirement
shall be at least 100 feet from the pavement edge of the intersecting
street.
(2)
Street right-of-way lines and roadways at intersections
shall be rounded with a radius determined from the following table
by the higher type of street in the intersection:
|
Street Type
|
Minimum Right-of-Way Radius
(feet)
|
Minimum Roadway Radius
(feet)
| |
|---|---|---|---|
|
Arterial
|
Varies
|
Varies
| |
|
Collector
|
28
|
40
| |
|
Local
|
20
|
36
| |
|
Marginal access
|
5
|
20
|
(3)
The radii given are for ninety-degree intersections;
shorter radii at obtuse angles and greater radii at acute angles may
be required. Intersections with arterial streets shall be held to
a minimum and preferably spaced at least 500 feet apart.
(4)
Streets entering opposite sides of another street
shall be laid out either directly opposite one another or with a minimum
offset of 125 feet between their center lines.
(5)
Streetlighting shall be provided at the intersection
of subdivision streets with existing arterial streets.
F.
Dead-end streets. Dead-end streets shall not be longer
than 800 feet, nor shall they service 19 or more residential units,
and shall be provided with a turnaround at the closed end having a
street right-of-way diameter of at least 140 feet and an outside edge
of pavement diameter of at least 110 feet. The pavement radius at
the entrance to the turnaround shall be at least 50 feet for symmetrical
turnarounds. When a street is extended beyond an intersection to make
provision for its future extension, a temporary turnaround shall be
provided at the end of the street, unless no lots are served by the
extension. The dimensions of the temporary turnaround shall meet the
requirements for a permanent turnaround minimum diameter.[1]
G.
Fill slopes. The width of the top of embankment shall
be at least 20 feet wider than the width of pavement.
H.
Guide railing. Where streets are constructed on fills
of greater than 15 feet in height, guide railing shall be installed
along the side of the road, eight feet from the edge of the pavement.
A.
General. In designing for storm drainage, the Water
Pollution Control Federation Manual of Practice on Design and Construction
of Sanitary and Storm Sewers (MOP-9) shall be used as a guide. The
procedures of the manual are not binding, and other good engineering
practices may be accepted by the town.
B.
C.
Design criteria for stormwater design. The following
design criteria shall apply to the design of storm drainage facilities
and stormwater management facilities:
(1)
General.
(a)
All storm drainage facilities shall be designed
based on a twenty-five-year storm frequency.
(b)
Peak runoff rates from the project site after
development shall not exceed predevelopment peak runoff rates of a
ten-year storm frequency by more than 10% or one cfs, whichever is
less.
(c)
Adequate storage facilities shall be provided
for the site to store the additional runoff volume due to development
of the project site for a twenty-five-year storm frequency.
(d)
Provisions, such as overflow studies shall be
made for protection against property damage and loss of life for more
severe storms (one-hundred-year storm frequency).
(e)
Provisions shall be made for the conveyance
of off-site drainage from upland watershed areas.
(f)
All storm drainage systems shall be designed
to allow for positive drainage from the project site to existing drainage
courses or storm sewer systems. The adequacy of the existing systems
to convey this runoff should be evaluated.
(g)
Surface flow on streets shall be limited to
a maximum of 350 feet.
(h)
Gutter profiles may be required at intersections
which involve steep grades.
(2)
Pipe design.
(a)
All storm drainage pipes shall be designed such
that the projected velocities from the design storm are greater than
three feet per second.
(b)
The minimum pipe size used shall be twelve-inch
diameter.
(d)
All pipe for storm systems shall be installed
with a minimum of three feet of cover, where possible.
(e)
Pipes shall be designed for the overloading
and line loads they will be subjected to. Type and class of pipe and
bedding conditions shall be specified.
(f)
All pipe junctions shall be made in manholes
or catch basins.
(4)
Trash racks. Trash racks may be required where there
would be open entries to closed drainage systems and the intake of
branches or debris to the storm system would clog the line. The design
of the trash rack shall be based on conditions and requirements of
each particular case.
(5)
Grading.
(a)
Lots shall be graded so that runoff from roofs,
drives and other impervious surfaces flows toward a street, except
that such runoff may flow to the rear where a watercourse abuts the
rear of a lot. If it is not practicable to direct runoff to the street,
a grading plan for the area may be required by the Board. Such grading
plan shall show that grading is designed to prevent ponding and to
direct water away from all buildings.
(b)
Lots having driveways sloping away from streets
shall have driveways paved so as to provide a high point at or near
the right-of-way. It is intended that this high point prevent street
runoff from entering the lot.
D.
Submissions. The following materials shall be submitted
to the Town Engineer for review:
(1)
A topographic map at a scale of one inch equals 2,000
feet or larger showing the existing watershed area and indicating
the location of the project site.
(2)
Topographic maps at a scale of one inch equals 200
feet or larger indicating existing and proposed conditions on separate
maps, including watershed areas and subarea boundaries, acreage, inlet
points, surface characteristics and cover, flow directions and existing
and proposed storm sewers, drainage courses and stormwater management
facilities within at least 200 feet of the project site.
(3)
Stormwater management report incorporating the following
information:
(a)
Project location, watershed description, soil
types, groundwater elevations, topography, surface characteristics
and proposed development.
(b)
For existing and proposed conditions, a description
of the design; storm frequency, intensity and duration; time of concentration;
runoff coefficients; peak runoff rates for each subarea; and documentation
of all sources used for the above computations.
(c)
Hydraulic computations for pipe capacities,
pipe velocities and channel capacities and velocities.
(d)
Anticipated impacts and proposed mitigation
measures including increases in rate and nature of runoff; calculations
of detention storage requirements and detention provided; calculations
for the release rate from stormwater management facilities; and designs
of controlled outlet and existing and future ponding limits for design
storms and one-hundred-year storms.
(e)
A statement that the drainage system as designed
will function adequately and will not adversely affect downstream
or adjacent properties.
(f)
A stamp and signature of a licensed professional
engineer.
A.
General. All components of sewage collection and disposal
systems shall be designed in accordance with the following standards
whichever is applicable.
(1)
Recommended standards for sewage works adopted by
the Great Lakes - Upper Mississippi River Board of State Sanitary
Engineers (Ten States Standards).
(2)
Standards for waste treatment works/municipal sewage
facilities and standards for waste treatment works/institutional and
commercial sewerage facilities published by the New York State Department
of Environmental Conservation.
(3)
The Waste Treatment Handbook for Individual Household
Systems published by the New York State Department of Health.
B.
Collection system.
(1)
A collection system consisting of house services and
mains designed for the ultimate tributary population shall be provided
within the entire subdivision. The requirement for an active collection
system may be waived by the Planning Board if the proposed subdivision
lies in an agricultural/rural residence district. A dry collection
system may be required within the road right-of-way, or a sewer easement
may be required for future use when service becomes available. An
escrow for the full dollar value of the dry collection system shall
be an acceptable alternative.
(2)
If an on-site treatment system, collection system
or transportation corporation is proposed, the owner shall grant or
shall cause to be granted to the town for the sum of $10 an exclusive
option, in writing or writings in a form required for a deed to be
recorded, to purchase, for the sum of $10, the sanitary sewers and
all appurtenances thereto installed or to be installed within the
limits of the subdivision, and all easements or rights-of-way incidental
thereto within or without the limits of the subdivision.
(3)
Each such option shall provide that it may be exercised
at any time within 50 years after the date of the grant of such purchase
option.
(4)
No final subdivision approval may be granted until
and unless such purchase option(s) have been granted.
C.
House service. A typical house service shall be shown
on the plans. In cases where a house is served by an individual septic
tank, the drawing shall show how the house service is to be connected
to the sewer main and describe the method to be used to transfer sewage
disposal from the septic tank to the public sewer. In general, septic
tanks shall be placed at the sides or front of each residence to allow
future connection to the dry sewer. The method is subject to Board
approval.
D.
Individual household systems.
(1)
Where an existing sanitary collection system is unavailable
and where the Board deems it appropriate, individual on-site sanitary
disposal may be utilized. Test pits and percolation tests shall be
performed for each proposed system, and the results of the tests shall
be included on the plans, unless otherwise waived by the Board.
(2)
Where percolation rates are determined to be from
zero to forty (0 to 40) minutes per inch, a standard absorption field
system shall be utilized, as set forth in the Waste Treatment Handbook.
Seepage pits, dry wells and similar structures shall not be utilized.
Where percolation rates less than 40 minutes are encountered, but
high groundwater levels are evident, fill systems may be utilized
to maintain the required separation to groundwater.
(3)
Where percolation rates are determined to be from
forty to sixty (40 to 60) minutes, absorption beds or fill systems
shall be utilized.
(4)
Where percolation rates are greater than 60 minutes
and construction of a sanitary sewer system is not feasible, no development
shall be allowed.
(5)
All individual sanitary disposal designs shall be
subject to review and approval by the Planning Board, Town Engineer
and Building Department.
(6)
The Planning Board, on a case-by-case basis, will
review the use of seepage pits (dry wells). Transpiration absorption
(transvap) type systems will not be allowed.
A.
General.
(1)
All components of the water system shall meet the
following:
(a)
Recommended standards for waterworks adopted
by the Great Lakes - Upper Mississippi River Board of State Sanitary
Engineers (New York State Department of Health Bulletin No. 42).
(b)
Recommended water system design standards of
the Insurance Services Office of New York.
(c)
Rules, regulations and construction standards
for the Town of Corinth.
(2)
The design shall provide that additions to the system
can be constructed without interrupting normal service or decreasing
fire flows. All components shall be designed to provide present and
future service as required by the Town of Corinth. Subdivision water
systems shall be connected to the town system, if feasible. Developer-owned
public supply systems shall be built to the previously noted standards
and shall be ceded to the Town of Corinth, along with all associated
easements, at no cost to the town if they so desire. The owner shall
be required to pay for inspection by the town or its designated agent
during construction to ensure the system will meet all applicable
standards. In addition, prior to cession to the town, the owner shall
submit a detailed engineering analysis of the system to the town for
review and approval.
B.
Water supply.
(1)
A source for public water supply shall be developed
and tested in accordance with recommended standards for waterworks
and all New York State Department of Environmental Conservation and
New York State Department of Health Standards.
(2)
For a residential subdivision of five or more lots
using individual wells, the owner shall, prior to final approval of
any phase, drill one well for every five lots proposed and have an
eight-hour pumping test run by a licensed engineer or hydrogeologist
on each well. Such test should measure the drawdown and recovery of
the well, and an analysis of the test data shall be made to demonstrate
a long-term safe aquifer yield capability of at least five gallons
per minute (gpm) per well. The locations of the test wells shall be
approved by the Town Engineer. Once the phase of the subdivision is
approved, individual pump tests are required for each lot prior to
the issuance of a building permit.
(3)
For a single family home on an individual lot, a four-hour
pumping test, certified by a licensed engineer or hydrogeologist,
shall be performed and shall yield a minimum of five gallons per minute
to demonstrate a minimally adequate yield.
(4)
For a multifamily home, an eight-hour pumping test
shall be performed and shall yield a minimum of five gallons per minute
to demonstrate an adequate yield. Where the required yield is not
obtained, the water supply and storage system system shall be designed
by a licensed professional engineer.
C.
Water mains.
(1)
Pipe and fittings shall be of approved materials and
class. The class of pipe and type of materials shall be specified
according to ground conditions; external loading, using specified
bedding; and internal pressure, as determined by immediate conditions
and the Town of Corinth. Main sizes shall be as required by the town
in accordance with town water system plans, with no main less than
eight inches in size. Dead-end mains shall be avoided whenever feasible.
When permitted, however, a hydrant shall be installed.
(2)
In subdivisions where on-site private water supply
systems will be utilized, a dry water supply system may be required
by the Board within the road right-of-way or utility easement for
future use when service becomes available. An escrow for the full
dollar value of a dry water system may be an acceptable alternative.
D.
Valves. Valves shall be AWWA gate valves of a type
approved by the town. Valves shall be installed on every branch of
an intersection, at every stub provided for future expansion, at every
hydrant and as required by New York State Department of Health Bulletin
No. 42. The owner may be allowed to omit the valve on one branch line
at intersections of lines of minor importance. Valve boxes shall be
installed for each valve.
E.
Hydrants. Hydrants shall be of a type approved by
the town and shall be provided at each intersection and at intermediate
points between, as recommended by New York State Department of Health
Bulletin No. 42. Generally, hydrant spacing may range from three hundred
fifty to six hundred (350 to 600) feet, depending on the area served.
F.
Services. Services shall be of approved material at
least three-fourths (3/4) inch inside diameter.
