The specifications set forth in the following
chart shall apply to all constructed roadways after April 20, 1993:
A.
Specifications.
[Amended 7-27-2004 by L.L. No. 14-2004; 6-7-2005 by L.L. No. 10-2005]
|
Number of Lots Serviced by Road
|
Zoning District
|
Minimum Right-of-Way Width
(feet)
|
Road Width
(feet)
| |
|---|---|---|---|---|
|
1 to 2
|
All R Districts (A-C, R-40, R-80, R-120, R-200
and R-400)
|
251
|
122, 3 (Drawing No.
15-5)
| |
|
3 to 4
|
All R Districts (A-C, R-40, R-80, R-120, R-200
and R-400)
|
251
|
162, 3 (Drawing No.
15-4)
| |
|
5 and over
|
A-C, R-40, R-80, R-120, AHD and HD
|
50
|
28 (Drawing No. 15-1) or 24 (Drawing No. 15-2)
| |
|
5 and over
|
All R Districts (when developed at a density
of R-200 or less)
|
505
|
163 (Drawing No.
15-1)
| |
|
2 and over
|
All Business, Marine and Industrial Districts
(RR, RO, LB, HB, B, MI, MII, LIO4 and LI4)
|
50
|
28 (Drawing No. 15-1)
|
|
NOTES:
| ||
|---|---|---|
|
1
|
Where the potential to resubdivide into a total
of five or more lots exists or the road provides access to five or
more lots, whether those lots are part of the proposed subdivision
or not, a fifty-foot right-of-way shall be required.
| |
|
2
|
Upon the recommendation of the Planning Board,
the Superintendent of Highways may require wider roads when the potential
for resubdivision exists or the road services more than five lots
(some of which may be outside the subdivision). If the proposed road
connects with an existing paved road, such road shall conform with
the specifications listed herein, whichever is greater.
| |
|
3
|
This construction type is not acceptable for
dedication to the Town of Southold.
| |
|
4
|
On-site parking is required.
| |
|
5
|
When development meets the minimum criteria for conservation subdivisions under Chapter 240, Subdivision of Land, the Planning Board may, with the approval of the Superintendent of Highways, approve a minimum right-of-way width of not less than 25 feet.
| |
|
General note. On-site parking is required for
all lots in all subdivisions containing roads with less than a twenty-eight-foot-wide
pavement surface. No on-street parking will be permitted.
| ||
B.
A fifty-foot right-of-way with a minimum pavement
width of 24 feet shall be required for dedication to the Town. See
Drawing No. 15-2.[1]
[1]
Editor's Note: Standard Drawing No. 15-2 is included at the end of this chapter.
C.
Upon the recommendation of the Planning Board, the
Superintendent of Highways may require wider rights-of-way and paved
surface areas when necessary.
A.
Clearing and grubbing in a fifty-foot right-of-way
with five or more lots shall consist of the removal of all trees,
brush, stumps, fences, debris and other miscellaneous materials within
the designated right-of-way areas as shown on the plans. Clearing
and grubbing in a fifty-foot right-of-way with less than five lots
and in a twenty-five-foot right-of-way shall consist of the removal
of all trees, brush, stumps, fences, debris and other miscellaneous
materials for a distance of three feet outside the proposed paved
area but not to extend beyond the proposed right-of-way.
B.
Off-site disposal. All tree trunks, stumps, roots
and other materials shall be removed from the site and disposed of
by the contractor at an approved landfill facility.
Existing topsoil shall be stripped to its full
depth between the right-of-way limits, or as ordered, and stockpiled
on the site for future use. Stripping shall be completed prior to
starting general excavation in an area.
A.
Excavation shall consist of the excavation, use of
or disposal of all materials of any description encountered in the
course of construction.
B.
The proposed road section in cuts or fills shall meet
the existing abutting surface with a 1:2 slope or as shown on the
plans. Where the proposed slopes extend beyond the bounds of the highway
(right-of-way), the necessary releases, easements or deeds must be
obtained from the property owner or owners.
C.
Roadway embankments shall be constructed with suitable
material from excavation or from acceptable borrow when necessary.
Embankments shall be constructed in successive uniform layers not
exceeding eight inches. Each layer shall be thoroughly compacted with
steel wheel or pneumatic tired rollers to the approval of the Construction
Inspector. The drainage system may be installed at any time before
the final grading of roads is completed.
D.
When feasible, excavation and embankment within the
construction site shall have a reasonable balance.
A.
The base course shall consist of bank run compacted
to a six-inch depth. If clay or other unsuitable material is found
below the base course, it shall be removed and replaced with additional
bank-run material for a total compacted depth of 12 inches. Bank-run
material shall contain a minimum of 15% gravel.
B.
The soil base shall be compacted to the satisfaction
of the Engineer and shall be smooth, parallel to and at the required
depth below the base course. The soil base shall not be in a muddy
or frozen condition before placing base course material. The base
course material shall be deposited on the prepared grade by means
of dump truck, spreader, tailgate or other approved methods of deposition.
Spreading the base course material shall be done by approved spreading
equipment. After the loose material has been spread evenly so that
it will have the required thickness after compaction, correct grade
for succeeding courses, segregation of any large or fine particles
corrected, it shall be rolled with approved rollers weighing not less
than 10 tons. Rolling must begin at the sides and continue toward
the center and shall continue until there is no movement of the course
ahead of the roller. A minimum of four passes of rollers will be required.
Approved vibratory rollers may be used at the option of the contractor.
Where the use of a roller is impractical, approved vibrating plate
compactors or impact rammers shall be used to compact the base material.
C.
Upon the completion of the base course, the contractor
shall request an inspection by the Engineer or Inspector and shall
not proceed with further road work until such inspection has been
made and the work approved.
A.
The wearing course shall consist of three-fourths-inch
stone blend. The coarse aggregate shall consist of crushed stone and
fine aggregate and shall meet the minimum requirements of the New
York State Department of Transportation specifications for stone blend.
B.
The wearing course shall be placed on the stabilized
base course when it has been satisfactorily completed and approved
by the Engineer or Inspector. The material shall be placed only when
the surface to be covered is dry, clean and weather conditions, in
the opinion of the Engineer, are suitable. All defective areas in
the base course shall be repaired as directed.
C.
The wearing course shall be compacted to a two-inch
thickness with ten-ton tandem steel wheel rollers or vibratory rollers
of a type as approved by the Engineer. During the initial rolling,
rollers shall travel parallel to the center line beginning at the
edge and working toward the center, overlapping on successive passes
by 1/2 of the roller wheels. A minimum of four passes of rollers will
be required.
D.
The developer and/or owners of the property shall
be required to properly maintain the road surface at all times to
ensure continuous access by all emergency vehicles.
A.
The base course shall consist of three-fourths-inch
stone blend or crushed concrete compacted to a four-inch depth. Crushed
concrete shall be a clean recycled concrete aggregate material that
is free of hazardous or regulated waste product. Any material deemed
to be construction and demolition (C&D) debris by the Town's Inspector
shall be rejected. All rejected C&D debris material shall be removed
from the site at the contractor's expense. If clay or other unsuitable
material is found below the base course, it shall be removed and replaced
with 12 of compacted bank run containing 15% or more of gravel. The
twelve-inch replacement depth may be modified according to existing
conditions as approved by the Engineer.
[Amended 7-27-2004 by L.L. No. 14-2004]
B.
The soil base shall be compacted to the satisfaction
of the Engineer and shall be smooth, parallel to and at the required
depth below the base course. The soil base shall not be in a muddy
or frozen condition before placing base course material. The base
course material shall be deposited on the prepared grade by means
of dump truck, spreader, tailgate or other approved methods of deposition.
Spreading the base course material shall be done by approved spreading
equipment. After the loose material has been spread evenly so that
it will have the required thickness after compaction, correct grade
for succeeding courses, segregation of any large or fine particles
corrected, it shall be rolled with approved rollers weighing not less
than 10 tons. Rolling must begin at the sides and continue toward
the center and shall continue until there is no movement of the course
ahead of the roller. A minimum of four passes of rollers will be required.
Approved vibratory rollers may be used at the option of the contractor.
Where the use of a roller is impractical, approved vibration plate
compactors or impact rammers shall be used to compact the base material.
C.
Upon the completion of the base course, the contractor
shall request an inspection by the Engineer or Inspector and shall
not proceed with further road work until such inspection has been
made and the work approved.
A.
The binder course shall be 2 1/2 inches in compacted
depth. The material shall be local sand and gravel pit run, passing
the three-fourths-inch screen with filler added. The filler material
shall be local fine sand. The combined materials shall show the following
composition:
(1)
Passing the three-fourths-inch square sieve: 100%.
(2)
Passing the No. 4 sieve: 75% to 90%.
(3)
Passing the No. 10 sieve: 50% to 75%.
(4)
Passing the No. 40 sieve: 25% to 50%.
(5)
Passing the No. 80 sieve: 12% to 20%.
(6)
Passing the No. 100 sieve: 4% to 12%.
(7)
Asphalt cement grade AC-20: 6% to 8%.
(8)
Temperature range placing: 225° to 275° F.
B.
The binder course shall be placed on the stabilized
base course when it has been satisfactorily completed and approved
by the Engineer or Inspector. The material shall be placed only when
the surface to be covered is dry, clean and weather conditions, in
the opinion of the Engineer, are suitable. All defective areas in
the base course shall be repaired as directed. The bituminous course
shall be placed with an approved finishing paver with screed heating
equipment, capable of placing a fourteen-foot width and to such appropriate
loose depth that when the work is completed the required, compacted
thickness will have been met. The course shall be compacted with ten-ton
tandem steel wheel rollers or vibratory rollers of a type as approved
by the Engineer. During the initial rolling, rollers shall travel
parallel to the center line beginning at the edge and working toward
the center, overlapping on successive passes by 1/2 of the roller
wheels. A minimum of four passes of rollers will be required.
C.
The temperature of the material, when placed, shall
not be less than 225° F. No material shall be placed when the
air and surface on which the material is to be placed is below 40°
F.
A.
The wearing course shall be 1 1/2 inches in compacted
depth. The coarse aggregate shall consist of crushed stone, the fine
aggregate sand and mineral filler. The mineral filler shall consist
of limestone dust, cement or silica sand. The combined materials shall
have the following composition:
|
Screen Sizes
|
General Limits
(percent passage)
|
Job Mix
(percent passage)
| |
|---|---|---|---|
|
1 inch
|
100
|
+ 0
| |
|
1/2 inch
|
95 - 100
|
+ 5
| |
|
1/4 inch
|
65 - 85
|
+ 7
| |
|
1/8 inch
|
32 - 65
|
+ 7
| |
|
20
|
15 - 39
|
+ 7
| |
|
40
|
7 - 25
|
+ 7
| |
|
80
|
2 - 12
|
+ 4
| |
|
200
|
2 - 6
|
+ 2
| |
|
% asphalt cement grade AC-20
|
5.8 - 7.0
|
+ 0.4
|
B.
The wearing course shall be placed on the binder course
when it has been satisfactorily completed and approved by the Engineer
or Inspector. The material shall be placed only when the surface to
be covered is dry, clean and weather conditions, in the opinion of
the Engineer, are suitable. All defective areas in the base course
shall be repaired as directed. The bituminous course shall be placed
with an approved finishing paver with screed heating equipment, capable
of placing a fourteen-foot width and to such appropriate loose depth
that when the work is completed the required, compacted thickness
will have been met. The course shall be compacted with ten-ton tandem
steel wheel rollers or vibratory rollers of a type as approved by
the Engineer. During the initial rolling, rollers shall travel parallel
to the center line beginning at the edge and working toward the center,
overlapping on successive passes by 1/2 of the roller wheels. A minimum
of four passes of rollers will be required.
C.
The temperature of the material, when placed, shall
not be less than 225° F. No material shall be placed when the
air and surface on which the material is to be placed is below 40°
F.
A bituminous surface treatment double application
may be considered an acceptable substitution for the asphalt wearing
course when and if approved by the Superintendent of Highways.
A.
Bituminous surface treatment double application.
(1)
The first course shall consist of an application of
emulsified asphalt, Grade CRS-2, applied at a rate of 0.30 gallon
per square yard; to 0.45 gallon per square yard and the spreading
and rolling of crushed blue stone aggregate at a rate of 25 pounds
per square yard to 30 pounds per square yard. The aggregate shall
have the following composition:
|
Screen Size
(inches)
|
General Limits
(percent passage by weight)
| |
|---|---|---|
|
1
|
100
| |
|
1/2
|
90 to 100
| |
|
1/4
|
0 to 1
|
(2)
The second course shall consist of an application
of emulsified asphalt, Grade CRS-2, applied at a rate of 0.20 gallon
per square yard to 0.35 gallon per square yard; and the spreading
and rolling of crushed blue stone aggregate at a rate of 20 pounds
per square yard to 25 pounds per square yard. The aggregate shall
have the following composition:
|
Screen Size
(inches)
|
General Limits
(percent passage by weight)
| |
|---|---|---|
|
1/2
|
100
| |
|
1/4
|
90 to 100
| |
|
1/8
|
0 to 15
|
B.
The double-application bituminous surface treatment,
when required, shall not be placed until the binder course has been
satisfactorily completed, cured and approved by the Inspector. The
liquid asphalt shall be evenly applied to the road surface by means
of a pressure distributor, at 125° F. to 185° F. and at the
rate specified. The distributor shall be equipped with an accurate
measuring device which indicates the exact number of gallons remaining
within the distributor tank. Note that the rate of application may
be adjusted depending on the specific gradation of the crushed blue
stone to be used. No asphalt shall be applied unless sufficient truckloads
of aggregate are standing by the paving site as per the opinion of
the Inspector and all asphalt distributed will be immediately covered
with aggregate. Sufficient time shall elapse between the completion
of the first course and the placing of the second course so that the
bituminous material in the first course has time to set or cure. Prior
to the placement of the second course, the surface to be paved shall
be drag-broomed, and the excess on the sides of the roads shall be
evenly distributed across the entire width of the pavement. Any damage
to the pavement shall be repaired with asphalt and stone applications
prior to the placement of the second course. Additional stone shall
be applied to take up any bleeding that occurs. All rolling shall
be done by pneumatic-tired rollers or steel-wheeled rollers no heavier
than eight tons. No material shall be placed when the air temperature
is below 50° F. or if the road surface temperature is less than
70° F.
A.
Existing roads with unstable subgrades such as clay
or other objectionable material shall be excavated as necessary to
reach a stable subgrade. If unstable material exceeds 12 inches in
depth, remove only 12 inches or as directed by the Engineer. Backfill
all excavations with clean fill before placing new road construction.
B.
Existing roads with stable subgrades and insufficient
wearing surfaces shall be patched and repaired as follows:
(1)
Regrade all minor potholes and depressions with suitable
packing material such as three-fourths-inch stone blend, bituminous
patch or other approved equal. All patching and leveling shall be
approved by the Engineer or Inspector.
C.
All drainage problems incurred due to improvements
on existing roads shall be corrected by the developer and/or owner.
Drainage facilities required shall meet the minimum specifications
included herein or as directed by the Engineer.
When requested by the Superintendent of Highways,
cores shall be taken by a reliable testing laboratory which has the
approval of the Town Engineer, at the developer's expense. One core
from the finished pavement for each 500 feet of road will be required.
All stormwater collection systems shall be designed
in accordance with the following minimum standards and shall be submitted
on design sheets to be reviewed by the Town Engineer.
A.
Rational method. The rational method shall be as follows:
|
Q
|
=
|
Aci
| |
|---|---|---|---|
|
Where
| |||
|
Q
|
=
|
Discharge in cubic feet per second (cfs).
| |
|
A
|
=
|
Tributary drainage area in acres within the
subdivision and shall include areas outside the subdivision.
| |
|
c
|
=
|
Coefficient of runoff drainage area.
| |
(1)
The following values of c shall be used:
(a)
Type of surface: See Recharge Design Detail
for c = runoff coefficients.[1]
[1]
Editor's Note: The Recharge Design Detail is included at the end of this chapter.
(2)
i, the rainfall intensity in inches per hour, shall
be determined by the following formula:
|
i
|
=
|
120
t + 20
| ||
|---|---|---|---|---|
|
Where
| ||||
|
t
|
=
|
The time of concentration in minutes of the
point of design. Maximum time of concentration (t) shall be 28 minutes.
| ||
B.
Closed conduits and open channels shall be designed
using Manning's formula:
|
V
|
=
|
1.486 x R 2/3 x S 1/2
n
|
|
Where
| ||||
|---|---|---|---|---|
|
V
|
=
|
Velocity in feet per second.
| ||
|
R
|
=
|
Hydraulic radius in feet.
| ||
|
S
|
=
|
Slope in feet per foot. The slope (S) shall
generally be considered to be the slope of the pipe invert, except
that such slope shall be checked against the available hydraulic gradient
wherever the system discharges against an existing hydraulic head.
| ||
|
Where n =
| ||||
|
0.015 for reinforced concrete pipe 18 inches
or less.
| ||||
|
0.013 for reinforced concrete pipe 24 inches
or larger.
| ||||
|
0.021 for corrugated metal pipe.
| ||||
The design criteria for leaching basins shall
be as follows:
|
Vc
|
=
|
ARC
| |
|---|---|---|---|
|
Where
| |||
|
Vc
|
=
|
Volume capacity in cubic feet.
| |
|
A
|
=
|
Tributary drainage area in square feet within
the subdivision and shall include areas outside the subdivision if
necessary.
| |
|
R
|
=
|
Two inches of rainfall.
| |
|
C
|
=
|
Weighted coefficient for runoff of the drainage
area (minimum C = 0.30).
| |
A.
Recharge basins Type A and drainage areas are designed
to return stormwater to the existing groundwater aquifer. An area
of eight acres or more shall be deemed necessary for a recharge basin
or drainage area. In areas less than eight acres, other drainage facilities
such as drywells, etc., may be installed as approved by the Town Engineer,
having been designed for a ten-year storm or two-inch rainfall in
24 hours.
B.
All stormwater recharge basins Type A and drainage
areas shall be designed to provide storage based on an anticipated
runoff from a six-inch rainfall in 24 hours on the tributary area
under conditions of total potential development multiplied by a weighted
runoff coefficient (minimum 0.20).
C.
The depth of recharge basins will be determined from
design. This measurement shall be two feet below the elevation of
the berm or elevation of grate at the inlet basin at the low point
in the tributary drainage system, whichever is the lowest.
D.
A test hole shall be required at the bottom elevation
of recharge basins and shall indicate at least five feet of good leaching
material.
E.
Fencing, complete with gate, shall be installed before
excavation.
F.
If feasible, the area of the recharge basin shall
be cleared of trees only where excavation and grading is required,
and a natural tree screening shall remain along the perimeter of the
basin.
G.
Asphalt gutters will be required around sections of
the perimeter of recharge basins where possible erosion from upland
runoff may occur.
H.
Asphalt gutters shall have an elliptical section four
feet in width, a depth of six inches and four inches in thickness.
The asphalt gutters shall be installed where necessary in the perimeter
of the recharge basin as directed by the Engineer. The outfall of
the gutter shall be carried through the berm and down the slope to
the bottom of the recharge basin. An asphalt spillway apron, eight
feet by eight feet and four inches in depth, shall be placed on the
bottom of the recharge basin at the gutter.
I.
Alternate methods to direct the outfall flow from
asphalt gutters into the recharge basin can be submitted for approval.
J.
Headwalls on all outfall drainage lines into recharge
basins Type A shall be concrete.
A.
Recharge basins Type B and drainage areas are designed
to return stormwater to the existing groundwater aquifer. An area
of eight acres or more shall be deemed necessary for a recharge basin
or drainage area. The Type B basin shall be an acceptable alternate
to the Type A basin when sufficient area is available to provide adequate
storage within the shallow Type B basin. In areas less than eight
acres, other drainage facilities such as drywells, etc., may be installed
as approved by the Town Engineer, having been designed for a ten-year
storm or two-inch rainfall in 24 hours.
B.
All stormwater recharge basins Type B and drainage
areas shall be designed to provide storage based on an anticipated
runoff from a six-inch rainfall in 24 hours on the tributary area
under conditions of total potential development multiplied by a weighted
runoff coefficient (minimum 0.20).
C.
The maximum design depth for a Type B recharge basin
shall be two feet. The high-water mark shall be two feet below the
elevation of the berm or elevation of grate at the inlet basin at
the low point in the tributary drainage system, whichever is the lowest.
The area of the basin will be determined from design calculations.
D.
A test hole shall be required at the bottom elevation
of recharge basins and shall indicate at least five feet of good leaching
material.
E.
The area of the recharge basin where excavation and
grading is required shall be cleared of trees and brush. If feasible,
a natural tree screening shall remain at the perimeter of the recharge
basin.
F.
A bubble basin shall be installed in Type B recharge
basins at the end of the outfall drainage pipe. Alternate methods
to direct the outfall flow from the drainage structures to the recharge
basins can be submitted for approval. See Standard Drawing No. 30-2.[1]
[1]
Editor's Note: Standard Drawing No. 30-2 is included at the end of this chapter.
G.
A diffusion well shall be installed in Type B recharge
basins. See Standard Drawing No. 30-3.[2]
[2]
Editor's Note: Standard Drawing No. 30-3 is included at the end of this chapter.
Recharge basins Type C may be used for drainage
runoff from small tributary areas with the exception of clay, unsuitable
material, etc., when approved by the Superintendent of Highways and
the Town Engineer. See Standard Drawing No. 31-1.[1]
[1]
Editor's Note: Standard Drawing No. 31-1 is included at the end of this chapter.
Stormwater drainage systems shall consist of
catch basins and interconnected leaching basins. The size and number
of rings shall be determined by drainage design requirements. Systems
can be within the right-of-way or in other approved locations with
different arrangements of leaching basins where soil conditions are
suitable for infiltration. See Standard Drawing No. 32-1.[1]
[1]
Editor's Note: Standard Drawing No. 32-1 is included at the end of this chapter.
This system, using metal inlet castings over
leaching basins, shall be used for minor drainage areas only. The
catch basin shall be substituted with a precast concrete leaching
basin and appropriate inlet casting when shown on the plans. The leaching
basin shall have an eight-inch thick reinforced concrete traffic cover.
Where additional leaching basins are provided, a solid six-inch reinforced
concrete cover may be substituted for a metal casting. See Standard
Drawing No. 33-1.[1]
[1]
Editor's Note: Standard Drawing No. 33-1 is included at the end of this chapter.
Only curb inlets with grate or grate-only type
metal castings shall be used. The maximum distance of flow in roadway
gutters for subdivision pavements before a catch basin is required
shall not exceed 350 feet.
The maximum distance between manholes shall
be 400 feet. Manholes shall be installed where there are changes in
pipe alignment, grade, pipe size change and at road intersections
or other locations where catch basins, inlets or laterals are to be
connected. See Standard Drawing No. 35-1.[1]
[1]
Editor's Note: Standard Drawing No. 35-1 is included at the end of this chapter.
A.
The minimum diameter of stormwater drainage pipe shall
be 18 inches. The pipe shall be 14-gauge galvanized corrugated steel,
aluminum or reinforced concrete. Other types of drainage pipe may
be used only with approval of the Superintendent of Highways.
B.
The trench width for pipe installations shall be the
pipe diameter plus 24 inches. Trench bottoms shall be flat and to
the required pitch with holes as necessary for bells, joints and joint-making.
Sheathing and bracing of trenches and structure excavation shall be
used whenever soil conditions or depths of trenches indicate caving.
It shall also be done where trade union regulations, industrial code
regulations or other applicable laws require it, regardless of soil
conditions. Backfill in trenches under paved areas shall be compacted
with vibrating plate compactors or impact rammers.
All concrete footings, slabs and headwalls shall
be placed on undisturbed original soil. If undercut, the bearing areas
shall be consolidated with mechanical tampers or filled with concrete.
All concrete construction shall conform to the American Concrete Institutes
standards, ACI 318. All concrete shall be 3,000 PSI at 28 days. Exposed
surfaces shall have a finish acceptable to the Construction Inspector.
See Standard Drawing No. 37-1.[1]
[1]
Editor's Note: Standard Drawing No. 37-1 is included at the end of this chapter.
A.
All concrete curb construction shall conform to the
American Concrete Institutes specifications, ACI 318. All curbing
shall consist of three-thousand-pounds-per-square-inch concrete at
28 days. Exposed surfaces shall have a wood float finish or as directed.
See Standard Drawing No. 38-1.[1]
[1]
Editor's Note: Standard Drawing No. 38-1 is included at the end of this chapter.
B.
Concrete curbs shall be installed on both sides of
all roads within major subdivisions or developments.
C.
The curb to be constructed shall conform to the type
as shown on a plan of typical road sections. Expansion joints of 1/2
inch premolded bituminous material shall be placed at twenty-foot
intervals on all types of curb. Expansion joints shall also be placed
on both sides of curb inlet castings.
D.
The subgrade for all types of curbs shall be consolidated
with mechanical tampers before forms are placed.
E.
Where curbing has been wavered and not required by
the Superintendent of Highways, a detailed drawing of the cross section
of the road shall be shown. Without such curbing, a detail of the
road surfacing and road shoulder must be submitted.[2]
[2]
Editor's Note: Former § A108-39,
Granite curbs, which previously followed this subsection, was repealed
7-27-2004 by L.L. No. 14-2004.
Sidewalks and driveway entrances shall be constructed
of concrete having a compressive strength of 3,000 pounds per square
inch at 28 days. All concrete work shall conform to the American Concrete
Institutes specifications, ACI 318. All sidewalks shall be pitched
to prevent the ponding of water. All sidewalks shall receive a broom
finish. Sidewalks shall be four inches in depth, except at driveways
where they shall be six inches in depth. Widths, expansion joints,
mesh reinforcing, finishing and curing, protection in freezing weather,
etc., shall be as required by the Superintendent of Highways. See
Standard Drawing No. 40-1.[1]
[1]
Editor's Note: Standard Drawing No. 40-1 is included at the end of this chapter.
Cylinders shall be taken to determine the strength
of concrete at 28 days as required by the Superintendent of Highways.
Cylinders shall be made and tested by an approved testing laboratory
at the expense of the developer. The number of cylinders to be tested
shall be two each, per day, of the different types of concrete being
placed or as directed.
Fencing shall include the installation of green,
vinyl clad, chain link fabric with gates, curbs and all other related
items of sizes and requirements as specified on the Fence Detail Standard
Drawing. See Standard Drawing No. 42-1.[1]
[1]
Editor's Note: Standard Drawing No. 42-1 is included at the end of this chapter.
Topsoil shall be placed six inches in depth
on the berm around the recharge basin. In the Type A basin, the topsoil
shall extend between the inside of the fence to a line four feet down
from the top of the slope. Screen planting shall be provided outside
of and parallel to the fence around the entire recharge basin, except
at the gate. See Standard Drawing No. 29-1. In the Type B basin, the
topsoil shall extend between the property line of the basin to a line
four feet above the top of slope or bottom of the basin. Screen planting
shall be provided around the perimeter of the basin inside of the
property line. All topsoil areas shall be limed, fertilized and seeded.
See Standard Drawing No. 30-1.[1]
A.
Topsoil. Topsoil shall consist of natural loam free
of refuse, stones larger than one inch, weeds or other objectionable
material. It shall contain not less than 5% and not more than 20%
organic material. Topsoil shall be six inches in depth when compacted.
The surface shall be smoothly graded to meet established elevations
and adjacent ground levels.
B.
Liming. Limestone shall be agricultural limestone
with a total carbonate content of not less than 80% or 45% calcium
oxide equivalent for the purpose of calculations. Total carbonates
shall be considered as calcium carbonate. Limestone shall be evenly
distributed at the rate of 50 pounds per 1,000 square feet and worked
into the top three inches of the soil.
C.
Fertilizing. Not less than five days after the application
of limestone, commercial fertilizer 5-10-5 shall be evenly distributed
at the rate of 20 pounds per 1,000 square feet and worked into the
top three inches of the soil.
D.
Seeding. Grass seed shall be fresh, recleaned seed
containing at least 20% of chewing, creeping, red, meadow or alter
fescue with a minimum germination of 80%. Inert matter and weed seeds
shall not exceed 8%. The seedman's certificate of analysis shall be
available for inspection. Grass seed shall be sown evenly at the rate
of four pounds per 100 square feet. The seed shall be covered to a
proper depth by raking or other suitable means. After seeding and
raking, the surface shall be rolled with an approved roller weighing
at least 100 pounds. Grass seeding shall be done between April 1 and
May 30 or between August 15 and October 15 and shall not be accepted
unless there is a uniform growth evident over all seeded areas.
E.
Screen planting.
(1)
All trees shall be nursery grown and shall be nominal
columnar or narrowly pyramidal habit of growth typically characteristic
of the particular variety. Only the following species and varieties
are acceptable:
(2)
All evergreen trees shall be moved with a burlap and
tied with a good grade of haylop or heavy twine. The size of ball
for all specified evergreen trees shall be a minimum of 12 inches
in diameter and deep enough to include all lateral roots. All evergreen
trees shall be set plumb at such level that, after settlement, they
have the same relationship to the elevation of the surrounding ground
as they had to the ground from which they were dug. All trees shall
be planted, and the holes backfilled and tamped with topsoil. The
screen planting shall be maintained and all dead or dying trees replaced
by the developer until such time as the recharge basin has been accepted
by the Town.
[1]
Editor's Note: Standard Drawing No. 30-1 is included at the end of this chapter.
Seeding for slopes, shoulders and other areas
where shown on the plans or as required in these specifications shall
be in accordance with the requirements for seeding as shown for landscaping
at recharge basins.
Prior to planting, the Planning Board shall
be notified as to a time and place where the trees may be inspected.
Any trees that are deemed to be unacceptable, which have been planted
without proper notification, will be subject to rejection and removal.
On large subdivisions with multiple streets, serious consideration
shall be given to planting more than one species of tree.
A.
All trees shall be of freshly dug nursery stock and
shall have grown for a period of at least two years, under the same
climatic conditions as the location of the development. They shall
be of symmetrical growth, sound, healthy, free from insect pests,
disease and suitable for street trees. The average trunk diameter
at a height of four inches above the finished ground level shall be
a minimum of 2 1/2 inches to three inches, depending on good
practice, with reference to the particular species to be planted.
B.
Trees shall be planted at intervals of 30 feet to
40 feet depending on the species, and the trees shall be located five
feet outside the right-of-way on private property. The street trees
shall be planted on both sides of the street and the spacing and locations
of all trees shall be approved by the Superintendent of Highways and
the Planning Board. In order to provide visibility for traffic safety,
no trees shall be planted within a minimum length of 20 feet from
the ends of the right-of-way curve radius at intersections.
[Amended 12-12-1995]
C.
Planting. The size of tree pits shall be as follows:
Depths of all pits shall not be less than three feet. In no case shall
the distance from the ball to the side of the pit be less than six
inches. All pits shall have vertical sides unless otherwise directed.
The soil shall be made loose and friable for a depth of one foot below
the bottom of all pits.
D.
Where, in the opinion of the Town Engineer, the subgrade
material is unsuitable, the size of the pits shall be dug wider and
deeper than normally required. The bottom and sides shall be backfilled
with topsoil and thoroughly worked into place.
[Amended 8-14-2018 by L.L. No. 10-2018]
E.
Backfill for tree pits shall consist of topsoil and
manure mixed in the proportions of 75% topsoil and 25% manure. Trees
shall be handled so that the ball will not be loosened. After the
backfill has been firmed under the ball and around it in six-inch
to eight-inch lifts, it shall be thoroughly settled with water.
F.
Staking of trees shall be done immediately after planting
and maintained until final acceptance. Trees shall stand plumb after
staking and shall be supported by two stakes, eight feet or more in
length, driven into the ground for three feet and fastened securely
with double strand No. 12 steel wire through reinforced black rubber
hose at the trees.
G.
Trees shall be wrapped with new six-inch plain burlap
bandage when directed by the Town Engineer. The bandage, when used,
shall cover the entire surface of the trunk to the height of the first
branches.
[Amended 8-14-2018 by L.L. No. 10-2018]
H.
Pruning of any badly bruised or broken branches shall
be done as directed and the cuts painted with an approved tree paint
depending on the size of the cuts. All trees shall be sprayed with
an approved antidessiccant, using a power spray to apply an adequate
film over trunks, branches and/or over the foliage when directed by
the Town Engineer.
[Amended 8-14-2018 by L.L. No. 10-2018]
I.
At the time of planting, the soil around the trees
shall be thoroughly saturated with water and as many times thereafter
as seasonable conditions require during the period to final acceptance.
J.
Trees shall be planted from March 1 to May 1 and from
October 15 to December 1, or at such other times as the Town Engineer
may direct.
[Amended 8-14-2018 by L.L. No. 10-2018]
K.
Only trees contained in a list adopted by the Town
Board by resolution based upon recommendation of the Tree Committee
shall be acceptable for planting.
[Amended 8-14-2018 by L.L. No. 10-2018]
An as-constructed curb and drainage installation
survey will be required and submitted for approval before permission
will be given to construct pavement.
Streetlight standards, luminaries, conduit,
splice boxes, fuses and all related hardware for streetlighting systems
shall be installed in all residential and commercial subdivisions.
A.
Lighting layouts shall be designed to provide a generally
even level of illumination based on the use of seventy-watt colonial-type,
high-pressure sodium luminaries. In general, streetlights shall be
installed at every street intersection and at the end of each cul-de-sac.
Additional lighting may be required at regular intervals where existing
site conditions and topography warrant.
B.
All wiring, splices, conduit and workmanship shall
be in accordance with the National Electrical Code, the requirements
of the National Board of Fire Underwriters and the Long Island Lighting
Company (LILCO). All work on the streetlighting systems shall be performed
by and tested for continuity and safety by electricians licensed by
the County of Suffolk. Copies of test results shall be furnished prior
to release of performance bonds.
C.
Upon commencement of the installation work, periodic
inspections of the work being performed will be made by the Town.
The developer shall be responsible for notifying the Town's engineering
office and/or streetlighting personnel at least 48 hours prior to
performance of any work in order to allow for daily inspections of
all work being performed. Upon completion and final testing of the
streetlighting installation, a final inspection will be made before
the Town will accept the completed installation.
D.
All lighting standards shall be fiberglass in accordance
with Town Specifications. Fiberglass poles may be either gray, black,
brown or as specified by the Town. All poles shall have an overall
length of 20 feet, embedded four feet, and shall be installed approximately
24 inches behind the curb. Luminary mounting height shall be 16 feet
above finish grade. Poles shall be plumb and soil thoroughly tamped
after installation. Wire in poles shall be copper RR-USE or XLP-USE,
minimum gauge AWG No. 10. All poles shall be sequentially numbered
with two-inch lettering at five feet above grade.
E.
Standard light fixtures shall be seventy-watt high-pressure
sodium and shall be Town and Country 100 series by G.E. or approved
equal. Lamps used shall be manufactured by General Electric, Westinghouse,
Sylvania, Norelco or approved equal. Additional fixture requirements
are as follows:
(1)
A photoelectric control shall be individually connected
to each streetlight installed.
F.
Wire and cable for lighting system circuitry shall
be direct burial, copper, type RR-USE or XLP-USE with a minimum gauge
of AWG No. 6. Wire shall be approved and complete installation shall
meet all requirements of the National Electrical Code. All wire splicing
shall be performed within approved splice boxes. All splices and connections
shall be made using approved split bolt or compression-type connectors
and shall be insulated using an approved waterproof method. Cable
shall be buried 24 inches below finished grade installed directly
behind the curbing. Any and all wiring under a roadway, driveway,
walkway, sidewalk or other load-bearing paved surface shall be installed
within one-and-one-fourth-inch galvanized rigid steel conduit. All
cable terminations and splices shall be color-coded using Scotch Tape
2210 as follows: red - hot leg; white - neutral leg; green - ground.
All underground wire and cable shall have caution tape installed at
eight inches below finish grade.
[Amended 6-7-2005 by L.L. No. 9-2005]
G.
Polyethylene splice boxes shall be Associated Plastics
Splice/Valve Box #S1419 or approved equal and shall be installed immediately
in front of each streetlight pole for splicing and fusing. Splice
boxes shall be installed so that the top of the installed box is at
finished grade. Splice boxes shall be located behind the curb in front
of each light pole.
[Amended 6-7-2005 by L.L. No. 9-2005]
H.
Fuses shall be individually installed for each streetlight
pole and fixture in its splice box using a Bussman Type HEB-AA fuse
holder and a Bussman KTK-15 amp fuse or approved equal. Each lighting
loop shall be fused in the corresponding service box to protect and
isolate each individual lighting circuit. Each service box is to contain
a Bussman Type HEB-AA fuse holder and an appropriately sized Bussman
KTK fuse.
I.
Splices between fixtures or between transformers and
splice boxes, unless specifically authorized by the Engineer, are
not acceptable. Where splices are authorized and locations approved
such as at fixture connections to circuit cables, the contractor shall
make a splice with an approved mechanical connector encapsulated by
Scotch Tape 2210, Scotch Tape 33+, and then coated with Scotch Cote
in a manner as approved by the Engineer.
J.
A service splice box referred to above shall be installed
at the point of connection to the LILCO facilities. This installation
shall meet all requirements of the Long Island Lighting Company. Direct
burial service cable shall be installed from the streetlight service
splice box to LILCO service point and a length of slack cable sufficient
for LILCO to connect to their facilities shall be left coiled at the
LILCO service box and shall be color-coded at connection ends as follows:
red - hot leg; white - neutral leg; green - ground.
K.
All conduit shall be hot-dipped galvanized, one-and-one-fourth-inch
inside diameter, UL approved, rigid steel. Conduit shall be used as
a wireway for circuit cables where lighting circuits pass under roadways,
driveways, sidewalks or other paved load-bearing surface. Conduit
shall be installed directly behind the curb where applicable or in
the most direct route as specified by the Engineer and installed 24
inches below grade. Such conduit shall extend a minimum of six inches
beyond the edge of any paved area as specified above.
L.
Streetlights to be installed on existing utility poles
located on existing Town property at all new intersections created
by the subdivision shall be the developer's responsibility. All required
Long Island Lighting Company permits, as well as coordination and
installation, shall be obtained and provided by the developer. The
installation shall be approximately 25 feet above finish grade and
shall meet all the requirements of the Long Island Lighting Company.
Fixture type shall be Cobra Head with fifty-, seventy-five-or one-hundred-fifty-watt
high-pressure sodium as directed and approved by the Commissioner
of Public Works and the Superintendent of Highways. The remaining
assembly shall be an eight-foot arm with rubber bushing and grounding
lug. Risers shall be Schedule 80, three-fourths-inch PVC. Wire shall
be RHW-USE or RHH-USE with a minimum gauge of AWG No. 8. The new lighting
fixture shall be set perpendicular to the new street and shed light
in the direction parallel to the existing Town road or through street.
The power supplied to lights on existing utility poles in existing
Town rights-of-way shall be the responsibility of the Town of Southold.
[Amended 6-7-2005 by L.L. No. 9-2005]
M.
All power supplied to the new lighting systems shall
be the responsibility of the developer or housing association until
such time that the roads and power systems have been dedicated to
and accepted by the Town of Southold.
Whenever, in the opinion of the Superintendent
of Highways, he finds that, for the best interest of the Town, alterations
or modifications should be made to specifications, rules and regulations,
such alterations or modifications may be made on the recommendation
of the Superintendent of Highways to and with the approval of the
Town Board.
Any work done on any highway without notifying
the Superintendent of Highways or his inspector and done with no inspector
present will be considered unacceptable and subject to review by the
Inspector and the Superintendent of Highways.
