[Adopted 11-23-2009 by L.L. No. 202009]
A.
The goal of the Village of Clayton in establishing these standards
for local streets is to assure a reliable and efficient transportation
network within realistic financial and social limitations. These facilities
shall be durably yet economically built with ease of maintenance and
user convenience a central design tenet. The location and landscaping
of the street or roadway shall blend harmoniously with the surrounding
land uses and shall work as a complement to, not in spite of, the
resulting social environment. Local streets should prudently use the
economic and physical resources of the community not only in the initial
structures, but also in the commitment required to maintain the quality
of service expected. The particular needs of nonvehicular users shall
also be addressed.
B.
These specifications are applicable to any street built which may
become public streets by any legal means. The provisions contained
herein are to be complied with in concert with the provisions of existing
state and local laws, ordinances, and administrative regulations and/or
standards. These specifications represent a consolidation of existing
recognized standards and policies and incorporate current local practices.
As such, they should not be construed to be a substitution for the
necessity of technical advice, both legal and engineering. The requirements
contained herein represent minimum expectations and should be exceeded
whenever it is practical to do so.
C.
Whenever used in these standards, the terms "Engineer," "Superintendent,"
"Highway Superintendent," or "Superintendent of Highways" shall mean
the duly appointed Superintendent of the Department of Public Works
(DPW) of the Village or his or her appointed representative.
A.
Location and arrangement.
(1)
Streets shall be of sufficient width, suitably located and adequately
constructed to conform with the Master Plan, if such exists, and to
accommodate the prospective traffic and afford access for fire-fighting,
snow removal, and road maintenance equipment.
(2)
The arrangement of streets in a subdivision shall provide for the
continuation of principal streets of other subdivisions and for proper
projection of principal streets into adjoining properties which are
not yet subdivided, in order to make possible necessary fire protection,
movement of traffic and the construction or extension of needed utilities
and public services such as sewers, water and drainage facilities.
The arrangement of streets shall be such so as to cause no undue hardship
to adjoining properties and shall be coordinated so as to comprise
a convenient system.
(3)
The street plan of a proposed subdivision shall bear a logical relationship
to the topography of the property to minimize the need for cuts and
fills without sacrificing safety. All streets shall be arranged so
as to obtain as many of the building sites as possible at or above
the grade of the streets, which shall conform as closely as possible
to the original topography.
(4)
When a subdivision abuts or contains an existing or proposed major
arterial street, the Planning Board may require marginal access streets,
reverse frontage with screen planting contained in a nonaccess reservation
along the rear property line, deep lots with rear service alleys,
or such other treatment as may be necessary for adequate protection
of residential properties and to afford separation of through and
local traffic.
(5)
Paved rear service streets of not less than 20 feet in width, or
in lieu thereof, adequate off-street loading space, suitably surfaced,
shall be provided in connection with lots designed for commercial
use.
B.
Street classifications.
(1)
These specifications provide for two general classifications of streets
in developed areas: minor and collector - commercial. Additionally,
a rural designation is provided for those access roads which service
noncommercial or agricultural areas with a residential concentration
of fewer than 25 units per 50 acres.
(2)
Minor streets are those which service residential areas only and
shall be laid out so that use by through traffic shall be discouraged.
Residential loop streets shall be encouraged wherever such type of
development will not interfere with normal traffic circulation in
the area. Minor streets should provide access for no more than 50
units.
(3)
Dead-end streets shall access fewer than 15 units and be equipped
with a cul-de-sac in conformance with this section. Cul-de-sacs shall
be reverse "p" shaped, in conformance with Sheet #6.[1] Bulb-type cul-de-sacs and "T" shaped hammerheads are prohibited.
Private drives should be so arranged to avoid blockage by snow removal
efforts. Generally, plows will circulate into and around the turnaround
counterclockwise.
[1]
Editor's Note: See Appendix A, Standard Highway Cross
Section Details, which is included at the end of this chapter.
(4)
Collector — commercial streets are required whenever more than
50 units or more than two minor streets are served or the area is
zoned commercial — industrial. In commercial areas where there
will be several mid-block left turns, it may be advantageous to provide
an additional continuous two-way left-turn lane in the center of the
roadway. Street alignment in commercial areas shall be as direct as
possible.
(5)
Streets shall have the following rights-of-way:
|
Minimum ROW
(feet)
|
Minimum Pavement
(feet)
| ||
|---|---|---|---|
|
Minor street
Collector-commercial
Rural
|
50
66
66
|
28
40
28
|
(6)
Additional widths will be necessary in any area with a high incidence
of on-street parking, turning movements or high peak volumes and are
to be accommodated accordingly. Such extra lanes shall be a minimum
of 10 feet in width and of sufficient length to accommodate anticipated
vehicle storage, as determined by the Village DPW Superintendent.
(7)
Streets shall be graded and improved with pavements, curbs and gutters,
storm drainage facilities, sidewalks, water mains, sewers, streetlights
and signs, fire hydrants, ground cover and street trees, except where
waivers may be requested, and the Village Board may waive, subject
to appropriate conditions, such improvements as it considers may be
omitted without jeopardy to the public health, safety and general
welfare.
(8)
Underground utilities shall be placed in the street right-of-way
between the paved roadway and street line to simplify location and
repair of lines when they require attention. Appropriate casings shall
be installed for any crossings beneath the roadway. Service connections
to the property line of each lot shall be provided prior to any street
paving.
C.
Design criterion.
(1)
Volume.
(a)
In designing residential streets, traffic volume is not the
major criterion in determining the geometric values to be used. The
primary concern is that at least one lane always is available as access
to single-family units and a minimum of two lanes remain unobstructed
to multifamily housing. The conflict between moving, turning and standing
traffic is addressed in the hierarchy of minor and collector streets.
(b)
For streets serving industrial or commercial areas, however,
traffic volume is more critical in determining appropriate geometric
values. The commercial designated section is offered as a minimum
consideration and quite likely a traffic design projection for a twenty-year
period will require more extensive design. For this reason, commercial-type
development areas must be assessed individually using a twenty-year
projection of traffic demands.
(c)
For consistency in design elements, design speeds shall range
from 25 mph to 30 mph in residential areas and from 30 mph to 40 mph
in most commercial areas depending on available right-of-way, terrain,
adjacent development, and other area controls. Rural highways shall
be designed to a minimum of 40 mph design standards.
(2)
Grades; super elevations.
(a)
Grades of all streets shall be as flat as is consistent with
the terrain, but shall not be less than 0.5% nor greater than 6% on
major streets or 10% on minor streets. Street grades within 80 feet
of any intersection shall not exceed 2.0%. Where grades of 5% or more
are necessary, specific erosion control measures shall be a part of
the site plan. All changes in grade shall be connected by vertical
curves of such length and radius as is conducive to operator comfort
and safety. In all cases clear visibility shall be provided for a
minimum of the following distances as computed by the 1984 AASHTO
Geometric Design Policy:
|
Design Speed
(mph)
|
Stopping Sight Distance
(feet)
| |
|---|---|---|
|
25
30
40
50
|
150
200
275
400
|
(b)
Street curves shall be designed with as large a radius as is
possible with the following maximum curvatures and super elevations
governing: See Table Super Elevation For Highway Curves, Sheet #11.[2]
[2]
Editor's Note: See Appendix A, Standard Highway Cross
Section Details, which is included at the end of this chapter.
(3)
Drainage.
(a)
Streets are designed with curbs to allow greater use of available
width and for control of drainage, protection of pedestrians, and
delineation. Two curb arrangements are provided within the standard
sections as options and their use shall be governed by conditions
at the site as determined by the Village DPW Superintendent. The nonmountable
curb option shall be used should a sidewalk be provided within 10
feet of the pavement edge.
(b)
Drainage is an important consideration in an urban area because of the need to protect the investment made in the roadway and adjacent property development from high runoff and the potential of flooding. Where surface flow from adjacent areas may be intercepted by the street system, economic considerations usually dictate that maximum practical use be made of the street sections for surface drainage. To this end, curbs, gutters, super elevations, ditches, catch basins and other gratings must combine to form an integral storm drain system. Where a drainage outlet is available, inlets shall be spaced to provide a high level of drainage protection in areas of pedestrian concentration or where adjacent property has an unusually important public or community purpose (e.g., schools and churches). For specific details, see § 110-43, Drainage standards.
(4)
Horizontal and vertical clearance.
(a)
On all streets in residential areas, a minimum clearance of
five feet shall be maintained between the curb face or shoulder edge
and any obstruction such as poles, hydrants, or call boxes in order
to facilitate snow removal and maintain a safe travel way. In commercial
areas it may be even more critical to provide proper snow storage
area, particularly near drive openings, and may necessitate an even
wider clear zone. Sidewalks, of course, should not be placed within
this area.
(b)
On higher speed rural areas a safe recovery zone becomes critical.
The removal of obstructions, the use of flatter slopes and rounding
cords, and proper use of channelizing and restraining devices consistent
with locally adopted design principles shall be incorporated. Generally,
objects not essential to the function of the highway itself shall
not be placed or allowed to remain within the right-of-way limits
as provided by § 319 of the Highway Law. The recovery area
should be clear of all unyielding objects such as trees, or unyielding
sign supports, utility poles, light poles, and any other fixed objects
that might severely damage an out-of-control vehicle.
(c)
At any sharp curve, a broader recovery area will be necessary
to the outside of the curve, and appropriate sight distance should
be available across the inside of the curve.
(d)
See also sections on drives and intersections for additional
clearance requirements.
(e)
The use and placement of guide railing and other delineating
or restraining devices will be done in strict accordance of current
New York State Department of Transportation policies and structure
sheets. The proper use of all guide or directional signing, or traffic
control devices will be done in strict accordance of the current Manual
of Uniform Traffic Control Devices and will be the responsibility
of the contractor.
(5)
Intersection design.
(a)
In general, all streets shall join each other so that their
intersection shall not be greater than 15º from the perpendicular
for a minimum of 75 tangent feet. Street jogs with center line offsets
of less than 125 feet are prohibited. Minor street openings into commercial
or collector streets shall, in general, be at least 500 feet apart.
(b)
An intersection shall not be situated on a short-crest vertical
curve, just beyond a short-crest vertical curve or a sharp horizontal
curve. To maintain greater than the minimum sight distance, restrictions
on height of embankment, locations of buildings, and screening fences
will be necessary. Any landscaping in the sight distance triangle
should be low-growing, and should not be higher than 30 inches above
the level of the intersecting street pavements. Tree overhang shall
be trimmed to a height of at least eight feet above the pavements.
(c)
The grades of intersecting streets shall not be greater than
2.0% within 80 feet.
(d)
Should design hour volume reach 200 vehicles, of which a predominate
number involve turning motions, then appropriate turning lanes shall
be required. At the least, appropriate right-of-way shall be provided
at all major intersections for future lane needs.
(e)
Turning lanes shall be a minimum of 10 feet in width and of
sufficient length to accommodate vehicles waiting to turn. Approaches
to major routes, such as state streets, will require a two-minute
storage capacity while approaches to minor roads, such as some county
or town roads, will require a one-minute capacity.
(f)
At street intersections in residential areas and areas where
there are heavy pedestrian movements, the minimum radius of curb return
or outside edge of radius shall be 25 feet. In commercial areas the
radius of the curb return shall not be less than 30 feet, while a
minimum radius of 45 feet is desirable.
(6)
Traffic control device.
(a)
Consistent and uniform application of traffic control devices
is essential. Details of standard devices and warrants for many conditions
are found in the National Manual of Uniform Traffic Control Devices
and the New York Supplement.
(b)
Adequate signing and delineation will be provided to the satisfaction
of the Village DPW Superintendent prior to acceptance of the street
by dedication.
(7)
Driveway access.
(a)
Any person, institution, or corporation desiring access to a
Village street shall obtain a permit for an exit or entrance from
the Village DPW Superintendent.
(b)
Access to the public right-of-way shall be located so as to
pose no undue interference with the free and safe movement of street
or pedestrian traffic. They will be located so as to provide the most
favorable vision, grade, and alignment conditions. In the interest
of public safety and convenience, the Village DPW Superintendent may
restrict the placement of a driveway to a particular location along
the owner's frontage or require shifting of an existing driveway.
(c)
Driveways in rural areas are generally 16 feet wide at the edge
of the right-of-way and have a twenty-one-foot radius measured from
the edge of the shoulder. The center line of the drive should be as
near right angles as practical, being no more than 15º from the
perpendicular. The width of residential drives should be less than
this, but should not be narrower than 10 feet. If residential garages
are to be located within 40 feet of the curbline, the driveway width
shall be the width of the garage.
(d)
Frequent openings in built-up areas will probably restrict the
use of the radius-type drive. Alternatively, a wedge-shape approach
may be used, the full width of the wedge at the shoulder edge being
the width of drive plus nine feet and extending nine feet up the driveway.
(e)
Normally only one driveway will be permitted for each residential
property and no more than two for a commercial property, unless sufficient
road frontage exists. Residential drives to the same property shall
be a minimum 30 feet apart. Commercial drives to the same property
shall be no less than 100 feet apart. Access to adjacent properties
shall be located so as to not interfere with normal traffic movements.
(f)
In rural areas the recommended maximum grade for commercial
drive access is 10% and for residential drives 12%. In urban areas
the recommended maximum grades are 6% and 8%, respectively.
(g)
In no instance is the grade of the shoulder of the road to be
altered in order to enhance the grade of the driveway. Any change
of grade in the drive shall be rounded by use of a smooth vertical
curve. If possible, the low point of the driveway shall be at or close
to the ditch line of the street. Should the drive cross a sidewalk,
the walk may be graded to conform to the profile of the drive, but
in no instance shall the resulting cross slope of the walk exceed
one-half inch per foot.
(h)
Should curb cuts be necessary for driveways or crosswalks, the
curb shall be removed for its full depth and replaced to proper grade.
Curb ends shall be tapered from full height to ground level over a
distance of two feet. Upgrades shall be utilized to prevent roadway
drainage from being spilled onto private property.
(i)
The driveway must be located and constructed so that it does
not adversely affect the street drainage. The driveway shall not cause
water to pond in the ditch nor flow across the pavement or shoulders.
(j)
Drainages collected by ditches, gutters, or pipes on private
property shall not be discharged into the street drainage system unless
expressly approved by the Village DPW Superintendent.
(k)
Should the drive cross a street ditch, a sufficiently sized
culvert pipe (minimum twelve-inch inside diameter) shall be installed
in the ditch by the permittee. Under no circumstances will existing
ditches or gutters be filled without adequate provisions for alternate
drainage.
(l)
The structural material and gauge of the pipe and height of
cover of the backfill material shall be adequate to withstand the
loads from the anticipated vehicular traffic across the drive. The
length of the pipe shall be equal to the sum of the width of the drive
at the ditch line and the length needed to accommodate a side slope
of one vertical to two horizontal from the drive to the ditch, including
the end section.
A.
Driveway permits. Any person, institution, or corporation desiring access to a Village street shall obtain a permit for an exit/entrance from the Village DPW Superintendent. Such access shall be located, constructed, and maintained in compliance with § 110-40C(7), Driveway access, and any stipulations or restrictions enumerated by the Village DPW Superintendent on the permit.
B.
Private utilities.
(1)
Underground drainage, sewer, and water pipes within the street are
subject to sections of the Highway Law (§§ 136, 149)
while the activities of public utilities involved in electric or gas
distribution, telephone or telegraph, waterworks pipelines or sewer
disposal are controlled by the Transportation Corporation Law (§§ 11,
27, 86).
(2)
The laying of pipes or conduits in the case of a special water or
sewer district shall be subject to the supervision of the Village
DPW Superintendent and the applicable provisions of this section in
accordance with Village Law.
(3)
During the course of any such installation, public travel on the street shall not be interrupted. Necessary traffic control shall be maintained in compliance with the Manual of Uniform Traffic Control Devices. The street shall be replaced in as good a condition as it was prior to the work. Excavation and backfill at structures shall be in compliance with § 110-43D(6)(c), Backfilling at structures. The installation shall be kept in good repair and the Village shall be held harmless from all damages which may accrue by virtue of their location in the street.
(4)
The permittee will be required to file certificates of insurance
prior to the commencement or work, in the amount established by resolution
of the Village Board.
The scheduling of work shall progress in an orderly fashion
so as to reduce the risks of injury to the general public, to avoid
contamination of various building materials, and to avoid damage to
existing or newly completed work. Site preparation shall include the
establishment of necessary staging areas and work yards, stakeout,
clearing and grubbing, removal of structures and obstructions, and
establishing erosion control precautions.
A.
Tree removal.
(1)
All trees within the street limits which are dead, hazardous, or
unsightly shall be removed. Trees which are to remain shall have their
branches pruned to provide a minimum sixteen-foot clearance over any
portion of the travel way, to provide sight distance at intersections
or sharp curves, or to remove any branches broken or injured during
construction.
(2)
Felling of trees shall be conducted so as to not present any hazard
to private property, pedestrian, or vehicular traffic. Felled trees
are to be immediately removed from the proximity of any public roadway.
(3)
Tree stumps are to be completely grubbed out or, alternately, may
be chipped to a depth of six inches below the finished surface where
specifically permitted. Chipped out stumps are to be backfilled with
approved materials.
B.
Buildings and obstructions.
(1)
Should the developer need to remove existing buildings, it shall
be done in accordance with local statute and in such a manner so as
not to present a hazard to the safety of the general public. He or
she shall prevent unauthorized entry by boarding up or otherwise blocking
all potential entrances.
(2)
All old foundation walls shall be removed to the depth of the lowest
cellar floor. The contractor shall thoroughly backfill the cellars
to the satisfaction of the Village DPW Superintendent or Village Building
Inspector using approved materials and compaction practices.
(3)
All tanks containing explosive gases or flammable liquids shall be
removed in accordance with the requirements of the local fire and
police officials and also in conformity with the following requirements.
Before the removal of any tank is commenced, it shall first be pumped
completely dry. Subsequent to excavation work but prior to actual
removal, the tank shall be purged by the introduction of either dry
ice at the rate of one pound per 60 gallons' capacity or by the
discharge of a standard fifteen-pound carbon dioxide fire extinguisher
for each 900 gallons of tank capacity. Removal shall commence one-half
(1/2) hour later and continue diligently and expeditiously until complete.
The tank will immediately be removed to an approved disposal site
and completely collapsed and buried or so disassembled so as to leave
no pockets of explosive gases or delivered to authorized dealers or
responsible owners for salvage.
C.
Erosion and sediment control.
(1)
Temporary control provisions.
(a)
The temporary control provisions contained herein shall be coordinated
with the permanent erosion control and landscaping features of the
project to the extent practical to assure economical, effective, and
continuous erosion control throughout the construction and postconstruction
period.
(b)
The developer shall be responsible for the construction and
implementation of all soil erosion and sediment control measures that
are in accordance with New York standards and are necessary to minimize
damage to surface waters. Damage to adjacent properties and waterways
shall be minimized by stabilizing disturbed areas and by removing
sediment from construction site discharges. Insofar as is practical,
existing vegetation is to be preserved. Site preparation activities
shall be planned to minimize the area and duration of soil disruption.
Permanent traffic corridors shall be established and "routes of convenience"
shall be avoided. Construction equipment shall not cross streams or
ditches except at suitable crossing facilities.
(c)
Preventative measures shall be emphasized over rehabilitative
ones.
(d)
Storm drain inlets shall be suitably protected from sediment
buildup. Grates shall be wrapped with an approved filter fabric and
protected with a six-inch layer of Item 605.0901, Underdrain Filter,
Type 1. Pipe openings shall have their end sections attached at the
time of pipe installation and shall be protected with an approved
filter fence staked two feet to three feet from the opening.
(e)
Whenever the discharge from dewatering operations cannot be
directed over paved or well-vegetated areas, temporary ditches shall
be cut to convey the flow to temporary shallow sediment basins. Should
the area consist of clay-type soils, then a series of filter fabric
fences shall be installed prior to the discharge area and shall span
the entire cross section of peak flow.
(f)
In all cases where sediment control measures are employed, they
shall be so arranged that the failure of one element of the system
will not pose an imminent danger to any surface waters off the site.
(g)
In the event side slope areas greater than 10 feet in height
or greater than 15% cross slope or large runoff areas are immediately
uphill, then top-of-cut interceptor ditches shall be employed in the
drainage plan.
(2)
Stockpiled materials.
(a)
Topsoil and fill materials are to be stockpiled in such a fashion
that they do not interfere with drainage needs or the safe and efficient
movement of traffic. Stockpiles which are to remain on site for fewer
than 30 days are to have a well-anchored and suitably maintained hay
bale berm or fabric fence.
(b)
Stockpiles which are to remain longer than 30 days shall be
stabilized by seeding. Stockpiles shall be suitably graded, fertilized
using 5-10-5 at the rate of two pounds of nitrogen per 1000 square
feet, and seeded using annual ryegrass at the rate of one pound pure
live seed per 1000 square feet. Unrotted salt hay shall be spread
at the rate of 80 pounds per 1000 square feet with an approved liquid
mulch anchor.
(c)
The scheduling of earth cuts and subsequent seeding and mulching
shall be such that soil erosion will be minimal. The additional use
of check dams, crowning, compaction, berms, dikes, straw bale filters,
netting, fabric silt fences, settling basins and/or brush barriers
for temporary erosion control on any portion of the project shall
be on an as-needed basis consistent with good construction procedures.
D.
Dust control. Dust generated by, or as a result of, construction
activities shall be so controlled as not to cause a nuisance or health
hazard to the public or those engaged in the work. Corridors for the
routing of traffic, staging areas or work yards and developer-controlled
mining operations shall be wetted with water to control dust as necessary
and as ordered by the Village DPW Superintendent. Calcium chloride,
when used as a dust palliative, shall be applied to a wetted surface,
a reasonable distance from blacktop, as ordered by the DPW Superintendent.
E.
Excavation and embankment.
(1)
Prior to the placing of subbase material, the roadbed shall be thoroughly
prepared, shaped, and compacted. No earthwork activities involving
compaction shall be performed from November 1 through April 1, unless
authorized by the DPW Superintendent in cases of favorable weather.
(2)
Subsequent to the clearing and grubbing operation, the developer
shall remove all sod, topsoil or other organic material where the
final pavement grade shall be less than six feet above the existing
ground surface. Prior to embankment construction or subbase course
placement, the surface upon which the embankment or subbase is to
be placed shall be thoroughly compacted.
(3)
Where embankments are to be constructed on hillsides or against existing
embankments with slopes steeper than one vertical on three horizontal,
the slopes shall be benched.
(4)
Where old pavement is encountered within two feet of the top of the
subbase course, it shall be thoroughly broken up or scarified.
(5)
Prior to embankment or road cut operations, necessary ditching and
drainage facilities shall be installed. The sequencing of drainage
and earthwork activities shall be such that adequate surface and subsurface
drainage is available at all times. If it is necessary to interrupt
existing drainage features, then temporary drainage facilities shall
be maintained until the permanent drainage is complete.
(6)
Cut and fill operations are to progress in such a manner so as to
reflect the cross sectional features of the finished pavement such
as crowning and super elevation with each lift. Embankments are to
be constructed of mineral (inorganic) soil, blasted or broken rock,
and similar materials of natural or man-made origin. Any material
containing vegetable or organic matter, such as muck, peat, organic
silt, topsoil or sod is not suitable for use in embankment construction.
(7)
Subgrade area material shall consist of any suitable material having
no particles greater than six inches in maximum dimension. Well-graded
rock may also be used. Particles shall not exceed 12 inches in greatest
dimension nor 2/3 of the loose lift thickness, whichever is less.
(8)
Embankment material shall be placed and spread in lifts of uniform
thickness and thoroughly and uniformly compacted. Earth-moving equipment
shall be routed as evenly as possible over the entire width of embankments.
Each lift is to be constructed to its full width prior to the next
lift. End dumping of any material over side slopes is strictly prohibited.
(9)
The type and weight of compaction equipment will be such that proper
compaction will be attained. Standard proctor density shall not be
less than 90%. No observable weaving or rutting shall be observed
under the action of the compactor on the final pass of a lift. Use
of geotextile may be required.
(10)
Should the Village DPW Superintendent determine that density
tests are required, the developer shall provide any assistance requested
to facilitate the tests at no expense to the public.
A.
Drainage design standards.
(1)
General. The drainage design standards set forth in the following paragraphs are to be used as a guide in the preparation of a stormwater management plan and the design of drainage facilities for a proposed project. This plan shall consist of a map of the watershed(s) in which the project is situated, an analysis of anticipated runoff from the watershed(s), and methods to provide for adequate conveyance and the proper discharge of the anticipated runoff quantities. The outline for this report is given in § 110-43C, Drainage report.
(2)
Off-site drainage criteria.
(a)
In general, the peak runoff flow rate of discharge from a proposed site after development shall not exceed the peak runoff flow rate that prevailed prior to development. If it can be demonstrated that downstream conditions are such that this requirement can be altered without jeopardizing downstream drainage patterns, alteration of the requirement will be made at the discretion of the Village Board and DPW Superintendent. In general, this requirement will necessitate the design and construction of detention/retention facilities of various types. Such facilities may include roof-top storage, parking lot storage, subsurface seepage pits and detention/retention basins. Reference is made to § 110-43A(6) for design criteria of such facilities.
(b)
For purposes of calculating peak runoff flow rates for the design
of drainage facilities, a twenty-five-year storm frequency return
period shall be used. Provisions for overflow of facilities shall
be made for protection against loss of life and damage to personal
property for storms having less frequent return periods of up to 100
years.
(c)
Calculations shall be based on any of the recognized methods
commonly used to calculate stormwater runoff.
(d)
Currently used twenty-five-year design storms are 1.9 inches
for a one-hour storm or four inches for a twenty-four-hour storm,
as provided by the U.S. Department of Agriculture. The more stringent
calculation shall apply.
(3)
Design of storm sewers.
(a)
Pipe sizing. Pipe shall be sized for peak flows resulting from
a twenty-five-year storm without surcharging. The minimum pipe diameter
for sewers shall be 12 inches. All pipes shall be designed for a three-feet-per-second
minimum velocity when flowing full and an eight-feet-per-second maximum
velocity when flowing full.
(b)
Pipe placement. Horizontal alignment shall be in accordance
with standard highway cross section details.[1] Vertical alignment shall provide for a minimum cover of
2 1/2 feet within any traffic area. When pipe sizes of different
diameters enter a catch basin at a straight-through grade condition,
crown elevations of pipe shall be matched. With less than minimal
depth, reinforced concrete pipe may be approved.
[1]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
(c)
Catch basin placement.
[1]
The distance which water is allowed to run in open gutter flow
along streets shall not exceed 300 feet. A shorter distance than this
maximum limit may be necessary due to site-specific conditions. Catch
basins shall be placed at all street intersections. All adjustment
to frame and grate elevation shall be accomplished using precast risers.
[2]
The installation of all catch basins shall be in accordance
with standard highway cross section details, Sheets 1 to 10.[2]
[2]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
(d)
Sump pump collector system.
[1]
This system shall provide a point of connection for the sump
pump discharge line of each house or building as required. This point
of connection shall consist of a junction box and lateral as detailed
on standard highway cross section details, Sheet 7.[3]
[3]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
[2]
Laterals may also be installed directly into catch basins in
instances where the catch basin is located on the same side of the
street and in front of the property to be served. Junction boxes shall
be interconnected with six-inch diameter gravity collector pipe. Placement
of collector pipe and junction boxes shall be in accordance with standard
highway cross section details.[4] Collector pipe shall have a minimum slope of 0.50%, a
minimum cover of 2.5 feet, and shall be connected into the storm sewer
system at catch basins (or storm manholes) only.
[4]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
(e)
Underdrain pipe.
[1]
When groundwater and soil conditions are such that subsurface
street drainage becomes necessary, a perforated underdrain pipe shall
be installed at low points along the street profile. This underdrain
pipe will connect into junction boxes or directly into the catch basin
at edge of the pavement. Portions of storm sewer and/or sump pump
collector pipe may be utilized as underdrain pipe through the use
of perforated pipe instead of the plain solid-wall pipe. A standard
trench detail for underdrain pipe is provided on the standard highway
cross section details, Sheet 9.[5]
[5]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
[2]
All underdrain pipes shall be shown on the plans or installed
as required by the Village DPW Superintendent.
(4)
Design of culverts.
(a)
All culverts shall be designed to discharge a twenty-five-year
peak flow without static head entrance, and a one-hundred-year peak
flow utilizing available head at the entrance. Available head is that
flood stage elevation which will not cause street flooding or endangerment
to life or personal property. Culvert design shall include an analysis
of the inlet/outlet control conditions.
(b)
Culvert design shall include provisions for slope stability
for the roadway embankment section, as well as the selection of appropriate
inlet and outlet end-section structures.
(5)
Design of open channels.
(a)
All open channels shall be designed to carry a twenty-five-year
peak flow. Site conditions should be such that a one-hundred-year
peak flow will not present serious endangerment to life or personal
property.
(b)
Based on the velocity at peak flow conditions, an appropriate lining of the channel bed and side slopes shall be employed to eliminate erosion. When channels discharge into existing streams, appropriate measures will be taken to minimize stream bed erosion at the point of discharge. Measures shall also be taken to minimize soil erosion during construction as described in § 110-42C, Soil erosion and sediment control measures.
(6)
Design of water retention/detention facilities.
(a)
"Stormwater retention" is defined as a means by which runoff
from a site is permanently stored on site. Retention reduces the amount
of runoff by means of seepage and evaporation through the use of dry
wells and ponds or reservoirs with no outlet other than an overflow.
(b)
"Stormwater detention" is defined as a means by which runoff
from a site is temporarily stored and gradually released at some predetermined
rate. Detention reduces the rate of runoff through the use of controlled
outlet devices on storage ponds, parking lots, or roofs of buildings.
(c)
Use of these facilities may be necessary to satisfy off-site drainage criteria as described in § 110-43A(2). Basis for the design of these facilities is the peak flow from a twenty-five-year storm event, with overflow capacity for storms greater than the twenty-five-year frequency. If downstream drainage conditions are such that more stringent design criteria is deemed necessary, such criteria shall be decided upon by the Village and/or other applicable regulatory agencies. Integral to the design shall be measures to ensure minimal maintenance of such facilities. Application of ponds or reservoirs shall require some form of fencing when deemed necessary by the Village. Measures shall also be taken to minimize soil erosion over the long term, as well as during the construction of these facilities. (See § 110-42C, Soil erosion and sediment control measures.)
B.
Maintenance consideration during design.
(1)
When designing drainage features, consideration must be given to
potential problems during construction and to the maintenance of these
features after construction. By becoming familiar with the requirements
of NYSDOT Specification, Temporary Soil Erosion and Water Pollution
Control, the designer can deal with construction problems. Dealing
with the maintenance problems can best be done by gathering as much
information as possible. Interviews with maintenance personnel could
be extremely helpful in identifying potential drainage problems. Some
items that a designer should consider are:
(a)
Are channel banks protected where needed so they will not erode?
(b)
Are sumps provided where needed?
(c)
Are pipes under the pavement of sufficient size to be maintained
without excavating the pavement?
(d)
Has the pavement been checked for ponding?
(e)
Have intersections and driveways been checked for water flow
across the pavement?
(f)
Are curbs or berms and down slope pipes or gutters provided
along fills of easily eroded material?
(g)
Are interceptor ditches provided where needed and designed in
such a way as to not cause cut slope failure?
(h)
Are drainage easements of sufficient width to permit maintenance
with power equipment? Maintenance and construction of drainage ditches
may be easier if the ditch is not centered in easement.
(i)
Are the drainage features accessible by power equipment?
(j)
Are debris or trash racks provided where needed?
(k)
Check outlet velocities for erosion.
(2)
A useful guide is "Soils Design Procedure, SDP-2, Bank and Channel
Protective Lining Design Procedures," by Soil Mechanic Bureau, 1971,
NYSDOT.
(3)
Another useful guide is "Suggestions for Temporary Erosion and Siltation
Control Measures," by U.S. Department of Transportation, Federal Highway
Administration.
C.
Drainage report. The developer is to prepare and submit a complete
report of all details necessary for the design of each drainage facility.
Storm sewer calculations and design should be included in the design
drainage report if such a system is required for the street project.
Culvert design work sheets provide a good format to be included in
the design report. The following is a list which the designer should
use in preparing the hydraulic design report:
(1)
Hydrology. Under this heading the design report should include a
written resume of the design frequencies, graphs and charts and any
special consideration that may affect the anticipated flow rates.
(a)
A statement of design frequencies.
(b)
Formulas used for computations of low rates and the size limitations
of the areas for which the formulas apply.
(c)
The anticipated future development and any urbanization factors
which have been used in the report.
(d)
Make reference to graphs used for determinations of rainfall
intensity, runoff and time of concentration. Include any other graphs
which were used in design whether developed by an outside agency or
on a local level.
(e)
Any information that is used by the designer as general criteria
for the determination of flow rates for ditches and culverts.
(2)
Hydrology of individual culverts and ditch locations. This information
is to be included for each culvert and ditch location for the project.
Therefore, it is important that the designer develops a tabulation
of the computation for each location for easy review and reference.
(a)
Location map for each drainage area. The drainage areas can
be shown on individual maps but it is preferable to show the drainage
areas in the form of a mosaic on a two-hundred-foot-scale photogrammetric
contoured map. Large drainage areas may be shown on appropriate smaller-scale
maps (U.S.G.S. 7 1/2 min. series), if available.
(b)
A statement of the characteristics of the drainage pattern with
regard to soil types, land usage and relief, special controls on the
flow rates, possible future development effects, past flood of record,
and any information which is needed to properly analyze the flow rate
for the given drainage area, and detailed computations of the flow
rate.
(3)
Hydraulic design. This section will include the detailed hydraulic
design for each culvert location and each ditch and channel on the
project. A statement of the information gathered during the field
review of the drainage area will have to be included along with its
stated effect on the culvert or ditch. Additional comments should
be included if special structures are needed. The culvert design work
sheet, as noted above, will include the actual detailed computations
for the structure and also includes additional information such as
the allowable headwater elevation, the design tailwater depth, the
entrance conditions, etc. Designs for the appropriate types of inlet
conditions and culvert materials should be shown on this sheet.
(4)
Closed drainage system. The basic design information, as discussed
in this manual, is to be included under the closed drainage system
section of the hydraulic report. A layout of the system is to be included
along with the contributing areas. The detailed tabulation sheets
for the placement of the grate inlets, the flow rates contributing
to each inlet and the sizing of the pipes for the system are to be
included in the report.
D.
Storm sewer specifications.
(1)
Storm sewer pipe.
(a)
Description: All storm sewer pipe shall be manufactured of smooth
interior corrugated polyethylene pipe (NYSDOT Item 706-12) or corrugated
steel pipe (NYSDOT Item 707-02).
(b)
Materials: All corrugated pipe shall conform to the following
standards as applicable:
[1]
The polyethylene material for the pipe and fittings shall meet
the requirements of AASHTO M294, Type S or Type SP. Smooth interior,
corrugated polyethylene pipe will be accepted on the basis of the
manufacturer's name and location appearing on the NYSDOT approved
list and a material certification that specifies the product conforms
to this specification.
[2]
The material requirements of corrugated steel pipe intended
for use in construction of culverts and drainage systems. The requirements
of AASHTO M36 shall apply to all types.
[3]
Standard specifications for corrugated steel pipe and pipe arches
shall conform to the requirements specified for Type I and II pipe
in AASHTO M36 and M190. All materials must be accompanied by certified
documentation issued by an approved fabrication shop.
[4]
Pipe which is defective from any cause, including damage during
handling, shall be unacceptable for installation and shall be replaced
as directed by the Engineer, or Village DPW Superintendent.
(2)
Coupling bands.
(a)
Circumferentially or helically corrugated round steel pipe shall
be field joined with galvanized corrugated bands. Circumferentially
or helically corrugated elliptical pipe (pipe arches) shall be field
joined with either galvanized corrugated or special projection-type
bands. Polyethylene pipe shall use either polyethylene bands or bell
and spigot connections.
(b)
Projection-type coupling bands (dimpled bands) will not be acceptable
for pipe 12 inches in diameter and larger. Projection-type bands or
corrugated bands may be used on pipe smaller than 12 inches in diameter.
(c)
Projection-type bands may be used on all sizes of perforated
underdrain pipe and for connecting pipe extensions to existing helically
corrugated metal pipe without rerolled ends, unless otherwise shown
on the plans. The ends of round and elliptical corrugated pipe with
diameters 12 inches or greater shall be rerolled to form a minimum
of two annular corrugations of no less than two-and-two-thirds-inch
span by a one-half-inch rise.
(d)
Annular corrugated bands shall be used to join the round pipe
sections with rerolled ends. The band shall mesh with at least one
full corrugation and shall lap equally, on each pipe end. The band
width shall be a minimum of seven inches for pipe diameters up to
and including 30 inches. The band width shall be a minimum of 10 1/2
inches for pipe diameters greater than 30 inches. The band shall not
be more than two nominal sheet thicknesses lighter than the pipe thickness
and in no case lighter than 0.052 inch.
(e)
Annular corrugated bands detailed above or special projection
bands shall be used to join elliptical pipe (pipe arches) with rerolled
ends. The special projection band shall consist of two rows of projections
at three inches center to center that will mesh with at least one
full corrugation and shall lap equally, on each pipe end. The band
width shall be a minimum of 10 1/2 inches. The special projection-type
band shall not be more than two nominal sheet thicknesses lighter
than the pipe thickness with a minimum of 0.064 inch.
(3)
Standard gauge. All corrugated pipe shall be of the gauge listed
for various sizes and locations of pipe on the standard catch basin
and storm sewer details, Sheet 9,[6] except as noted otherwise on the plans or as required
by the Village DPW Superintendent.
[6]
Editor's Note: See Appendix A, Standard Highway Cross
Section Details, which is included at the end of this chapter.
(4)
Construction details.
(a)
Placement.
[1]
All pipes shall be handled and assembled in accordance with
the manufacturer's instructions except as modified by the plans,
or by the Village DPW Superintendent. Pipe shall be installed in accordance
with the requirements shown on the plans. All pipe shall be laid true
to line and grade and shall have a full, firm and even bearing. Pipe
laying shall begin at the downgrade end and progress in the upgrade
direction.
[2]
Where necessary, proper facilities shall be provided for lowering
the pipe into the trench. Pipe shall not be thrown from the truck
or into the trench. Pipe shall be laid carefully and true to lines
and grade given. Pipe not in true alignment, or which shows abnormal
settling after placement, shall be taken up and relaid.
[3]
Connecting bands shall be placed with the clamping angles and
bolts at the tops of the pipe. A gap greater than one inch shall not
be permitted between ends of pipe at clamping points. When trench
conditions consist of "running sand" (saturated fine sand material),
joints shall be wrapped with a filter fabric material approved by
the Village DPW Superintendent. This material is to be wrapped and
taped around the connecting bands and pipe for a minimum length of
three feet on both sides of the joint.
(5)
End sections.
(a)
Description. All end sections shall be prefabricated end sections,
matching the material in the pipe.
(b)
Materials.
[1]
End section material shall be galvanized steel conforming to
the requirement of AASHTO M36 and M190, or polyethylene material meeting
the requirements of AASHTO M294, Type S or Type SP.
[2]
All end sections shall be furnished with a twelve-inch long
connector section of pipe continuously welded to the end section.
This connector section of pipe shall be identical to the pipe to which
the end section is to be joined. The end section assemblies shall
then be joined to the main sewer pipe or culvert with a standard coupling
band. This is intended to achieve a watertight joint between the pipe
and the end section.
[3]
End sections shall be installed as shown on the plans or as
required by the Village DPW Superintendent.
(6)
Catch basins.
(a)
Description.
[1]
This section covers specifications for two types of catch basins,
as shown on the standard catch basin and storm sewer details, Sheet
7:[7]
[a]
Rectangular or square precast concrete units.
[b]
Round precast concrete units.
[c]
Cast-in-place concrete units are not approved.
[7]
Editor's Note: See Appendix A, Standard Highway Cross
Section Details, which is included at the end of this chapter.
[2]
Any of these two types of catch basins may be used, unless a
particular type is specified in the plans or required by the Village
DPW Superintendent.
(b)
Precast concrete units.
[1]
All precast concrete sections and units shall be reinforced
concrete, conforming to ASTM Designation C478, latest revision.
[2]
All reinforced concrete shall be 4,000 psi strength concrete
at 28 days with portland cement, coarse and fine aggregates, steel
reinforcement and low water cement ratios consistent with workability.
The portland cement shall be air-entrained cement per specifications
for air-entrained portland cement ASTM Designation C-33, latest revision.
The gradation requirements may be modified as required subject to
the approval of the Village DPW Superintendent. All concrete shall
be thoroughly mixed by a mechanical batch mixer. The proportions of
cement aggregate and water shall be such as to obtain a twenty-eight-day
compressive strength of 4,000 psi.
(c)
Backfilling at structures.
[1]
Backfill at culverts and other structures shall be deposited
in horizontal layers not exceeding six inches in thickness prior to
compaction. A minimum of 95% of standard proctor maximum density will
be required. Layers shall be deposited to progressively bury the structure
to equal depths on all sides for the full depth of the trench until
two feet over the pipe or structure has been reached.
[2]
Sheeting will be required as needed as provided by Title 29
Code of Federal Regulations, Part 1926, Safety and Health Regulations
for Construction.
[3]
Attention is directed to Part 53 of Title 12 of New York Code,
Rules and Regulations, entitled "Construction, Excavation, and Demolition
Operations at or Near Underground Facilities."
(d)
Strutting. Where specified in the plans, pipe 48 inches and
over in diameter shall be factory elongated or strutted in the vertical
axis not less than 5% of the diameter. All pipe installations requiring
strutting shall be blocked or otherwise held in the out-of-round position
during installation until the fill has been completed and shall be
removed only with the approval of the Village DPW Superintendent.
(e)
Inspection. Pipe in trench shall be checked for trueness of
line and grade, for absence of leaks, for alignment of joints and
freedom from structural damage. Prior to street dedication the pipe
shall be clean and free of all deposits of sand, dirt, concrete or
other foreign materials.
(f)
Round precast concrete units.
[1]
The precast concrete base shall be a minimum of eight inches
thick and shall be cast as an integral part of the first riser section,
together forming a bottom section.
[2]
The precast concrete riser sections shall have a minimum diameter
of four feet and a minimum wall thickness of five inches.
[3]
Precast riser sections of variable heights shall be installed
over the bottom section as required and shall be continued to the
surface. The joints between the several sections shall be sealed by
a flexible premolded endless rubber gasket held in compression by
the precast concrete joint.
[4]
The precast concrete lid shall be reinforced concrete with a
minimum thickness of eight inches designed to withstand all superimposed
earth loads in addition to maximum AASHO H20 truck loadings (maximum
wheel load 16,000 pounds). The lid shall be cast with a concentric
opening of the shape and size required by the frame and grate specified
on the plans.
(g)
Square precast concrete units. All materials and dimensions
are to be in conformity with details shown on standard catch basin
and storm sewer details, Sheet 7.[8]
[8]
Editor's Note: See Appendix A, Standard Highway Cross
Section Details, which is included at the end of this chapter.
(h)
Crushed stone or run-of-bank gravel. Number 304.04 crushed stone
or run-of-bank gravel shall be used as the standard subbase for precast
catch basins.
(i)
Steps. Catch basin steps shall be required only when catch basin
depth exceeds five feet. Steps shall be in line vertically, and spaced
proportionally. Steps shall be aluminum alloy #6061-T6 or #6005-T5,
in accordance with ASTM B221.
(j)
Frames and grates.
[1]
The frames, gratings and appurtenant parts shall be fabricated
from steel conforming to ASTM A36.
[2]
Galvanizing shall be in accordance with ASTM A123.
[3]
Welding shall conform to the requirements of welding, specified
in New York State Steel Construction Manual, except that radiographic
inspection will not be required.
[4]
Frames, covers, and grates shall be placed true to line and
grade. They shall make firm, full and even bearing on their respective
underlying surfaces and shall be nonrocking under the influence of
traffic or other loads.
[5]
Construction of catch basins shall conform in all respects to
details shown on the plans and on the standard catch basin and storm
sewer details, Sheet 7.[9]
[9]
Editor's Note: See Appendix A, Standard Highway Cross
Section Details, which is included at the end of this chapter.
(7)
Sump pump collector system.
(b)
Materials.
[1]
Junction box material shall conform in all respects to details
shown on the standard highway cross section details.[10]
[10]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
[2]
Collector pipe material shall consist of the following three
alternatives:
[a]
Eighteen-gauge six-inch diameter helically corrugated
metal pipe having a continuous spiral lock seam conforming to the
current ASSHTO Designation M-211.
[b]
Six-inch diameter ABS pipe, SDR-35, solid-walled
pipe with solvent-welded joints, conforming to current ASTM D2751.
[c]
Six-inch diameter PVC pipe SDR-35, push-on joints,
conforming to current ASTM 2241.
[3]
Lateral pipe material shall be one-and-one-half-inch diameter,
PVC Schedule 40, with solvent-welded joints, conforming to current
ASTM D2466.
[4]
Materials defective from any cause, including damage during
handling, shall be unacceptable for installation and shall be replaced
as directed by the Engineer or Village DPW Superintendent.
(c)
Construction details.
[1]
Junction box construction shall conform in all respects to details
shown on the plans and in the standard highway cross section details,
Sheet 7.[11]
[11]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
[2]
Collector pipe shall be handled and assembled in accordance with
the manufacturer's instructions, and installed in accordance
with the requirements shown on the plans. All pipes shall be laid
true to line and grade and shall have a full, firm and even bearing.
Pipe laying shall begin at the downgrade end and progress in the upgrade
direction. No special bedding or backfill material shall be required
except as noted on the plans or as directed by the Village DPW Superintendent.
[3]
All lateral pipes shall be installed in accordance with details shown
on the standard highway cross section details, Sheet 7.[12] When lateral pipe is installed into a catch basin, connection
and lateral will conform in all respects to the details pertaining
to a lateral installation into a junction box. All lateral pipe shall
be extended to the utility easement line to a point at least 10 feet
from the property side line. Prior to backfilling, the end of the
lateral pipe shall be covered with an "end cap" consisting of a piece
of polyethylene wrapped and tied over the end of the pipe. A lateral
marker shall be placed at the end of the pipe as backfilling proceeds.
This marker shall consist of a two-inch-by-four-inch upright of sufficient
length as to extend from the end of the pipe up to a point two feet
above the finish grade surface of the ground.
[12]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
(d)
Inspection. Prior to street dedication, all pipe shall be clean and
free of all deposits of sand, dirt, concrete, or other foreign materials.
(8)
Underdrain pipe.
(a)
Description. This subsection covers specifications for all underdrain
pipe, as well as any portions of storm sewer pipe and/or sump pump
collector pipe which are to function as underdrain pipe, as called
for on the plans or as required by the Village DPW Superintendent.
(b)
Materials.
[1]
All underdrain pipe shall be helically corrugated perforated
aluminum or steel pipe conforming to AASHTO Designation M-197 or M36
and M190.
[2]
Pipe which is defective from any cause, including damage during
handling, shall be unacceptable for installation and shall be replaced
as directed by the Engineer, or Village DPW Superintendent.
(c)
Construction details. Underdrain pipe shall be installed in
accordance with the plans and the typical trench cross section as
shown on the standard highway cross section details, Sheet 9,[13] or as required by the Village DPW Superintendent.
[13]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
A.
Street subbase specifications.
(1)
Prior to the placement of each course of material specified herein,
the Village DPW Superintendent shall inspect and approve the roadway
construction. The developer shall install all conduits required by
any utility company prior to the placement of gravel subbase material
at depths and locations required by the respective utility company.
(2)
Gravel subbase material shall be furnished, placed, and compacted
in conformance with the lines, grades, and thicknesses as shown in
the accompanying typical sections and the New York State Department
of Transportation "Standard Specifications — Construction and
Materials" of May 1, 2008, and its various addenda.
B.
Materials. Materials furnished shall consist of blast furnace slag,
stone, sand, and gravel or blends of these materials, free of organic
or other deleterious materials.
|
Item 304.13 — Subbase Course, Type 3
| ||
|---|---|---|
|
Sieve Size Designation
|
Percent Passing By Weight
| |
|
4 inches
|
100
| |
|
1/4 inch
|
30 to 75
| |
|
No. 40
|
5 to 40
| |
|
No. 200
|
0 to 10
| |
|
Item 304.14 — Subbase Course, Type 4
| ||
|---|---|---|
|
Sieve Size Designation
|
Percent Passing By Weight
| |
|
2 inches
|
100
| |
|
1/4 inch
|
30 to 65
| |
|
No. 40
|
5 to 40
| |
|
No. 200
|
0 to 10
| |
C.
Placement.
(1)
The thickness and type of gravel subbase material to be used between
the top of the subgrade and the bottom of the pavement shall be approved
by the Village DPW Superintendent.
(a)
For subgrade soil consisting of stone fragments, gravel, sand,
fine sand, silty or clayey gravel and sand, minimum Type 3 subbase
thickness shall be 12 inches, or as provided in the standard highway
cross sections.[1]
[1]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
(b)
For subgrade soil consisting of silty soils, minimum Type 3
subbase thickness shall be 18 inches.
(c)
For subgrade soil consisting of clayey soils, minimum Type 3
subbase thickness shall be 18 inches.
(2)
The maximum thickness of Type 4 subbase materials shall be 12 inches
and the minimum thickness shall be four inches. Type 3 material shall
not be placed within four inches of the bottom of the pavement course.
Just prior to placement of the pavement courses, the subbase course
is top graded and compacted to true line and grade. After compaction,
the top surface of the Type 4 course shall not extend more than 1/4
inch above nor more than 1/4 inch below true grade for the course
at any location.
Work under this section shall consist of the application of
bituminous asphalt pavement courses in reasonable conformity to the
lines, grades and thicknesses as shown by the typical sections or
as specified by the Superintendent of Public Works (Superintendent).
Bituminous courses shall consist of: a) either a hot, plant-mixed,
asphalt concrete base course; or, optionally, a cold, pugmill-mixed,
base course of the type herein specified or as approved by the Superintendent;
and b) a hot, plant-mixed, asphalt concrete wearing course as provided
by the standard highway typical sections.[1]
A.
Base course.
(1)
Hot, plant-mixed asphalt concrete base course shall be used to construct
a base pavement course in conformance with Section 403 of the New
York State Department of Transportation "Standard Specifications,
Construction and Materials" of January 8, 2009.
(a)
403.138902 hot mix asphalt, Type 3 binder course:
|
Item 304.14 — Subbase Course, Type 4
| |||
|---|---|---|---|
|
Sieve Size
|
Percent Passing By Weight
|
Tolerance
(percent)
| |
|
1 1/2 inches
|
100
| ||
|
1 inch
|
95 to 100
| ||
|
1/2 inch
|
70 to 90
|
±6
| |
|
1/4 inch
|
48 to 74
|
±7
| |
|
1/8 inch
|
32 to 62
|
±7
| |
|
No. 20
|
15 to 39
|
±7
| |
|
No. 40
|
8 to 27
|
±7
| |
|
No. 80
|
4 to 16
|
±4
| |
|
No. 200
|
2 to 8
|
±2
| |
|
PGB content % (2)[2]
|
4.5 to 6.5
|
0.4
| |
|
Mixing and (5)[3] placing temp. range, °F: 250 to 325
| |||
[2]
Editor's Note: See Note 2 of table in § 110-45A(2)(a).
[3]
Editor's Note: See Note 5 of table in § 110-45A(2)(a).
(b)
The HMA plant mix will generally be composed of a mixture of
aggregate, reclaimed asphalt pavement (RAP), filler if required, and
PG Binder. For any HMA required by the plans or approved site plan,
formulate a job mix formula that satisfies the general limits imposed
by the table above. In addition, the formula will state the mineral
aggregate sources, and the PG binder used in the mixture. The aggregate
tolerances shall be based on the total weight of the aggregate and
the bituminous material tolerances shall be based on total weight
of the mix. For additional requirements, refer to Section 403 of the
NYSDOT Specifications.
(2)
The base course may alternatively be constructed using a cold, pugmill-type
asphalt concrete base course conforming with Section 405 of the New
York State Department of Transportation "Standard Specifications,
Construction and Materials" of January 8, 2009, and addenda. The cold-mix
base course may be either Type 3 or Type 4 as described herein, or
an equivalent as approved by the Superintendent of Public Works.
(a)
405.01 cold mix bituminous pavement (open graded):
|
Type 3 Mix
Composition
|
Type 4 Mix
Composition
| |||
|---|---|---|---|---|
|
Sieve Size
|
Percent Passing By Weight
|
Tolerance
(percent)
| ||
|
1 1/2 inches
|
2/3 - #2's
|
100
| ||
|
1 inch
|
1/3 - #1's
|
95 to 100
| ||
|
1/2 inch
|
70 to 90
|
±6
| ||
|
1/4 inch
|
48 to 74
|
±7
| ||
|
1/8 inch
|
32 to 62
|
±7
| ||
|
No. 20
|
10 to 40
|
±7
| ||
|
No. 40
|
5 to 22
|
±7
| ||
|
No. 80
|
1 to 7
|
±4
| ||
|
No. 200
|
0 to 3
|
±2
| ||
|
PGB content % (2)
|
(4)
2.8 to 4.2
|
(5)
3.0 to 5.0
|
0.4
| |
|
Typical uses
|
Open graded intermediate
|
Dense graded intermediate
| ||
|
NOTES:
| ||
|
1.
|
Percentage based on total aggregate weight.
| |
|
2.
|
Total emulsion percentage based on total mix weight.
| |
|
3.
|
Asphalt emulsion conforming to HFMS-2; the proportion of asphalt
emulsion that shall be mixed with the (uncompacted) granular material
will range between 16 gallons and 19 gallons per cubic yard loose
measure.
| |
|
4.
|
Asphalt emulsion HFMS-2, HFMS-2, HFMS-2C, HFMS-2CA, CMS-2
| |
|
5.
|
Asphalt emulsion HFMS-2GH. See Table CBM-2.
| |
|
6.
|
Course aggregates (retained on the =1/8 screen) shall consist
of approved crushed stone or crushed gravel conforming to the requirement
of NYSDOT Section 703-02, Course Aggregates, except for gradation.
| |
(b)
Fine aggregates shall consist of material conforming to the
requirements of NYSDOT Section 703-01, Fine Aggregates. In addition,
the fine aggregate, including blended fine aggregate, used in all
top courses shall have a florida bearing value of not less than 45.
Test procedures for determining the florida bearing value are available
from the NYSDOT Materials Bureau.
(3)
Placement.
(a)
The asphalt concrete hot-mix foundation shall be placed and
rolled to a compacted thickness of three inches for residential streets
and four inches for commercial streets. Cold-mix thickness requirements
shall be four inches for residential streets and five inches for commercial
streets. The mixture shall not be laid on a frozen or wet surface.
Before laying the asphalt concrete foundation, the average subbase
surface temperature, taken at three separate locations at least 25
feet apart, shall be at least 40° F. Either course may be laid
in a single lift with the written approval of the Superintendent.
For additional requirements, refer to Section 403 of the NYSDOT Specifications.
(b)
Upon completion of the placement of the base course, core samples
shall be taken to verify the depth of materials placed. Location and
number of core samples shall be as determined by the Superintendent.
Cost for the core samples and reports shall be borne by the owner/developer.
(c)
After acceptance of the base course by the Superintendent, placement
of wearing surface shall commence after adequate time for any settlement
to occur, but not longer than one year from acceptance. In no event
shall the wearing surface be placed prior to the base course being
exposed for the period from November to April, without the expressed
written consent of the Superintendent.
(d)
All frames, grates, valve boxes and manholes shall be constructed
at an elevation equal to the finish surface elevation of the base
course material. Prior to placement of the wearing surface, frames,
grates, valve boxes and manholes shall be raised to the final surface
elevation of the wearing course in accordance with the standard highway
cross section details.[4]
[4]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
(e)
Prior to the placement of the wearing course, the top surface
of the base course shall be swept and cleaned with a street sweeper,
and all joints, settlements and cracks filled with wearing surface
material, compacted, and approved by the Superintendent.
B.
Wearing course.
(1)
Hot, plant-mixed, asphalt concrete shall be used to construct wearing
courses in conformance with Section 403 of the NYSDOT "Standard Specifications,
Construction and Materials," of January 8, 2009, and all addenda.
|
403.178902 Hot Mix Asphalt Type 6 Top Course
| |||
|---|---|---|---|
|
Sieve Size
|
Percent Passing By Weight
|
Tolerance
(percent)
| |
|
1 inch
|
100
| ||
|
1/2 inch
|
90 to 100
|
±6
| |
|
1/4 inch
|
65 to 85
|
±7
| |
|
1/8 inch
|
36 to 65
|
±7
| |
|
No. 20
|
15 to 39
|
±7
| |
|
No. 40
|
8 to 27
|
±7
| |
|
No. 80
|
4 to 16
|
±4
| |
|
No. 200
|
3 to 6
|
±2
| |
|
PGB content % (2)[5]
|
5.8 to 7.0
|
0.4
| |
|
Mixing and (5)[6] placing temp. range, °F: 250 to 325
| |||
[5]
Editor's Note: See Note 2 of table in § 110-45A(2)(a).
[6]
Editor's Note: See Note 5 of table in § 110-45A(2)(a).
(2)
The HMA plant mix will generally be composed of a mixture of aggregate,
reclaimed asphalt pavement (RAP), filler if required, and PG binder.
For any HMA required by the plans or approved site plan, formulate
a job mix formula that satisfies the general limits imposed by the
table above. In addition, the formula will state the mineral aggregate
sources, and the PG binder used in the mixture. The aggregate tolerances
shall be based on the total weight of the aggregate and the bituminous
material tolerances shall be based on total weight of the mix. For
additional requirements, refer to Section 403 of the NYSDOT Specifications.
C.
Placement.
(1)
The asphalt concrete wearing course widths and thicknesses shall
be in accordance with the standard highway cross section details.[7] These mixtures shall not be laid on a frozen or wet surface.
Before laying the asphalt concrete foundation, the average subbase
surface temperature taken at three separate locations at least 25
feet apart shall be:
|
Compact Lift Thickness
|
Minimum Surface Temperature
| |
|---|---|---|
|
1 inch or less
|
50°F
| |
|
Between 1 inch and 3 inches
|
45°F
| |
|
3 inches or greater
|
40°F
|
[7]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
(2)
Courses of up to three inches in thickness may be laid in a single
lift, with the written approval of the Superintendent. For additional
requirements, refer to Section 403 of the NYSDOT Specifications.
D.
Bituminous pavers.
(1)
The outside (pavement edge) of the screed or strike-off assembly
shall be modified to extrude pavement asphalt to the shape detailed
by the Town typical cross section,[8] monolithically forming a mountable curb edge with each
pavement course.
[8]
Editor's Note: See Appendix A, Standard Highway Cross
Section Details, which is included at the end of this chapter.
(2)
A minimum one-ton static-steel wheeled roller shall be used to obtain
satisfactory compaction at the curb's edge.
(3)
Asphalt concrete may not be hauled in excess of 35 miles from the
source of supply to the project, without written permission of the
Superintendent.
(4)
Asphalt concrete pavers on the project shall have electronically
controlled leveling devices.
(5)
The laying of pavement on the project shall be started at the end
farthest from the source of supply of asphalt concrete and shall progress
toward the source of supply.
[1]
Editor's Note: The standard highway cross section details
are included at the end of this chapter.
A.
Fully functional landscape development is built into, not added onto, a thoughtfully prepared design. For this reason, many of the landscape considerations are introduced in other pertinent sections of these standards. Landscaping elements should lend themselves to three basic considerations: improve the aesthetic qualities of the facility in relation to its environment, contribute a functional quality, and support the safety and maintenance needs of the facility. Roadside plantings should be such that they reduce the likelihood of water and wind erosion, screen out noise to adjacent uses, and reduce "sight pollution." Temporary soil erosion control measures should comply with the provisions of § 110-42C of these standards and should be integrated with permanent measures, as nearly as practical without unnecessarily jeopardizing the short-term needs of the project.
B.
Upon completion of the street elements of the project, all slopes
shall be graded neat and groomed to the satisfaction of the Engineer.
Any depression greater than six inches as evidenced by placing a ten-foot
straight edge along the slope shall be properly filled. All disturbed
areas shall be thoroughly prepared, seeded, mulched, and fertilized
as provided by NYSDOT Standard Specifications, Section 610. Seed shall
be distributed at a uniform rate of not less than 70 pounds pure live
seed (pls) per acre of an approved mixture, such as Creeping Red Fescue
(35 lb pls), Kentucky Bluegrass (25 pls), and Perennial Ryegrass (10
pls).
C.
Any back slopes graded steeper than three horizontal to one vertical
shall be planted with a dense low-growing species of bird's foot
trefoil or crown-vetch. Landscape berms shall be allowed only if at
least 10 feet beyond the shoulder of the road and graded no steeper
than three horizontal on one vertical.
D.
Attention is directed to § 110-40, Subsection C(5) and (7), which elaborate on clearances and intersection design, for criterion for offsets and planting/trimming heights. Generally, plantings or fencings should not be of a height or offset that will obstruct sight distance or maintenance/snowplowing activities.
E.
Trees should be planted no closer than the edge of the right-of-way.
A project may contain several varieties, but only a single variety
should be used in a grouping. Because of their susceptibility to road
chemicals, plantings should be so laid out to avoid snow storage and
drainage runoff areas. A list of acceptable trees can be obtained
from the DPW Superintendent, as listed in the Village's Strategic
Management Plan (Tree Plantings). Care should be taken to use smaller
trees on street rights-of-way located under electrical wires.
F.
Plant materials shall be nursery grown and shall be accompanied by
a state certificate of source. Planting of trees and shrubs shall
be done in strict accordance with Section 611 of NYSDOT Standard Specifications.
Areas that will receive continuous pedestrian movement shall be paved.
G.
Landscape plans shall be prepared by an appropriately licensed professional
who shall certify as to plant hardiness and shall provide record plans
of the completed project.
A.
Street improvements. Street improvements shall be installed at the
expense of the subdivider and with the approval and direction of the
Village of Clayton Superintendent of Public Works and Planning Board.
B.
Standards for street design. Streets will be built to local highway
standards of Jefferson County, upgraded by the Village of Clayton
as follows:
(1)
A fifty-foot-wide right-of-way for subdivisions of up to 80 residences,
and of sixty-six-foot-wide for subdivisions of up to 150 residences.
Proposals for more than 150 residences will be reviewed individually,
and shall include multiple access roads.
(2)
A twenty-eight-foot-wide subgrade, measured at the shoulder, which shall be set to prescribed line and grade and compacted. The subgrade material shall consist of a minimum depth of 12 inches to 18 inches compacted NYSDOT Type 3 granular sub-base material as provided in § 110-42C.
(3)
A granular base course shall be placed on top of the subgrade consisting
of a minimum depth of four inches compacted NYSDOT Type 4 or Type
2 granular sub-base material at a width of 24 feet.
(4)
Proper drainage, pipes, ditching, etc., shall be installed in compliance
with NYSDEC stormwater regulations.
(5)
Slopes shall be graded smooth and workmanlike in order to be maintained
by roadside mower, and shall be free of stumps.
(6)
If the street is a dead end, a fifty-foot-by-fifty-foot easement
will be required by the Village for a "hammer-head" turnaround, or
an eighty-foot radius "P" cul-de-sac.
C.
Names and numbers. The names of new streets/roads shall not duplicate
existing or platted streets/roads. New streets/roads which are extended
or in alignment with existing streets/roads shall bear the name of
the existing street/road. House numbers shall be assigned through
the Clerk's office in accordance with the house numbering system
now in effect in the Village of Clayton.
D.
Street signs. The developer shall provide and erect street/road signs
of a type to be approved by the Village Board at all street/road intersections
prior to acceptance of the constructed road.
E.
Trees. Tree plantings shall be approved by the DPW Superintendent
and planted in such a manner as to not impair visibility at any intersections
or to interfere with overhead wires.
F.
Drainage. Adequate and dependable means for surface water drainage
and the necessary drainage of existing wet and hazardous areas must
be provided. Protection against flooding and damage from stormwater
must be assured.
A.
Application. These standards shall be applicable to any street built
within the Village by any individual, corporation or firm except those
private roads built for strictly agricultural, mining, or forestry
operations. Should a roadway provide service for an excepted and nonexcepted
use, then these standards shall apply.
B.
Waivers. Acquisition of streets is subject to the approval of the
Village Board upon the recommendation of the Village DPW Superintendent.
The special and documented circumstances of the inclusion of particular
appurtenances or procedures are not requisite in the interests of
the public health, safety and general welfare or which as in its judgment
it is found that strict adherence to such standards would cause practical
difficulty or unnecessary hardship for the applicant. Variances of
less than the minimum geometric standards enumerated herein shall
not be granted.
C.
Appeals. Any person aggrieved by any decision of the Village Board
or any officer, department, board or bureau of the Village may apply
to the Supreme Court for a review by a proceeding under Article 78
of the Civil Practice Law and Rules. Such proceeding shall be instituted
within 30 days after the filing of a decision in the office of the
Village Clerk.
D.
Enforcement. The Village DPW Superintendent, or his or her designee,
shall be responsible for the overall inspection of the street improvements
including coordination with other officials and agencies, as required,
pursuant to local law and applicable provision of the Street Law.
E.
Amendments. The Village Board may on its own motion, on petition,
after public notice and hearing, amend these standards pursuant to
all applicable requirements of law.
F.
Saving clause. If any article or section of these standards or any
addendum thereto should be held invalid by operation of law or by
any tribunal of competent jurisdiction, or if compliance with or enforcement
of any article or section should be restrained by such tribunal, such
invalidity or restraint shall apply only to the article, section,
paragraph, or provision(s) so adjudged, and the rest of these standards
shall remain valid and effective.
G.
Effective date. These standards shall take effect immediately upon
filing with the office of the Village Clerk.
