Where specific manufacturers are mentioned in
this chapter, it is for the purpose of indicating a type only. Other
alternates may be submitted and used if approved by the Engineer.
A.
Materials.
(1)
Sand blanket. Sand blanket material shall consist
of clean, free draining sand and gravel conforming to New Jersey State
Department of Transportation Standard Specifications for Soil Aggregates
Type 3, Class A.
(2)
Aggregate base course. Base course material shall
consist of quarry processed stone or blast furnace slag conforming
to New Jersey Department of Transportation Standard Specifications
of Soil Aggregates Type 5, Class A.
(3)
Bituminous stabilized base course. Materials shall
conform to the requirements specified therefor in Section 2A of the
Standard Specifications of the New Jersey State Highway Department
for bituminous stabilized base course stone mix, except that the minimum
bitumen content shall be 5%.
(4)
Surface course. The paving materials shall be FABC
Mix 4 as specified in the New Jersey State Highway Department Standard
Specifications, except that the minimum percentage of bitumen shall
be 6%.
B.
Methods of construction.
(1)
Subgrade. Before construction of the pavement, the
subgrade shall be in a properly finished condition conforming to the
proper line and grade and free of any soft spots or other deficiencies.
Not more than 24 hours prior to commencing of operations on any subgrade,
the subgrade shall be tested by running a roller of a weight at least
equal to that to be used in the paving operation over the entire subgrade
area. When permitted by the Engineer, testing may be performed by
other equipment such as loaded trucks. When, in the opinion of the
Engineer or his representative, the deformation of the subgrade under
such test is excessive, the subdivider will be required to stabilize
the subgrade in a manner satisfactory to the Engineer. The subgrade
shall not be prepared during freezing weather or when frozen or when
it is unstable due to excessive moisture.
(2)
Sand blanket. The subbase shall be shaped and compacted,
and when finished it shall conform to the required grade and contour.
The subbase shall be compacted by a three-wheel power roller weighing
not less than 330 pounds per linear inch of tread of the rear wheels.
The Engineer shall determine whether the subbase has been adequately
prepared and satisfactory compaction has been outlined.
(3)
Aggregate base course. Upon the properly prepared
subbase the contractor shall construct a pavement base course. Base
course material shall not be placed when the subbase is wet or frozen.
The gravel shall be spread in quantity and shaped with road scrapers
so that when compacted it will be of the required thickness and at
the required grade and crown shown on the plans. Frozen material will
not be used. The base course shall be compacted using a three-wheel
roller weighing not less than 10 tons and having a load on the rear
wheels or not less than 330 pounds per inch of width of the rolls.
The base course shall be rolled until the surface is thoroughly bound,
free from defects, hard and even and at the proper grade and contour.
(4)
Bituminous stabilized base course. The method of construction
shall conform to the same specification indicated for materials above.
The base course shall be laid on a properly prepared subgrade and
shall consist of two two-and-one-half-inch courses. Upon completion
of base course construction, the contractor shall cut samples from
the pavement with a jackhammer, coring machine, or other means suitable
to the Engineer. The sample shall be intact for the full thickness
of the base course and shall be a size suitable to the Engineer. At
least one sample shall be cut for every 1,000 s.y. of base course.
Where deficiencies in the required minimum thickness are noted, at
least two additional cores will be required to determine the extent
of such deficiency. The average thickness of the base course as determined
by any five or more samples, representing contiguous areas of pavement,
shall be not less than five inches, and the minimum thickness permitted
at any location will be 4 1/2 inches. In the event that the average
thickness is less than five inches or the minimum thickness 4 1/2
inches, the deficiency shall be made up by increasing the thickness
of the surface course.
(5)
Surface course.
(a)
Prior to placing of the surface course, the
contractor shall repair any defects in the base course. Where cracking
or any other type of failure has occurred in the base course, the
contractor shall completely remove the base course, stabilize the
subgrade if necessary and construct new base course. Where the deficiency
involves depressions or raveling in the surface of the base course,
the repair may be made by skin patching with a suitable bituminous
material. For checking or gutter drainage, the subdivider shall supply
sufficient water at the high points of the streets and shall run said
water into the gutters in order to determine whether or not gutter
grades are satisfactory. Wherever puddles occur, he shall skin patch
the base course to achieve proper grades in the gutters. After repair
of the base course, a tack coat shall be applied as specified in § 3.10
of the New Jersey State Highway Department Standard Specifications.
(b)
Upon completion of the surface course, the contractor
shall cut samples therefrom in accordance with the requirements for
base course. The minimum thickness of the surface course shall be
not less than one inch for minor local, and collector streets, and
1 1/2 inches for other streets. Where the surface course is found
to be deficient, the Township may require that an additional surface
course be laid of a thickness to be established by the Engineer.
(c)
In the event of any deficiency in the surface
course such as raveling, depressions, cracking, etc., such deficiencies
shall be repaired by removing the surface course and replacing with
new material.
(d)
All equipment and methods of construction shall
conform to the New Jersey State Highway Department Standard Specifications
of 1961, except that only one roller may be used where the area to
be paved is sufficiently small, in the opinion of the Engineer, to
make the second roller unnecessary.
A.
Materials.
(1)
Concrete for curbs, gutters, sidewalks and driveway
aprons shall be constructed with air-entrained concrete with a minimum
28 days compressive strength of 4,000 psi.
(2)
Joint filler shall be a cellular compression material
conforming to the requirements therefor of the Standard Specifications
of the New Jersey State Highway Department as amended and revised
to date.
B.
Methods of construction.
(1)
Excavation. The contractor shall make all necessary
excavations or embankments for the construction, disposing of surplus
materials. No filling shall be done below the proposed curb or gutter
except when absolutely necessary, in which case such fill shall be
made with clean sand or approved gravel and thoroughly tamped before
concrete is laid thereon. All soft spots shall be thoroughly tamped,
or if necessary, soft or spongy material shall be removed and clean
sand or approved gravel refilled in its place.
(2)
Backfill for curb. After curbing is completed and
forms removed, the contractor shall backfill to the top of the curb
in back and to the established gutter grade in front. Backfill shall
be made with the materials excavated, except that any large or frozen
lumps, wood, boulders or other foreign matter shall be removed before
placing. Backfill shall be thoroughly compacted.
(3)
Forms. Forms for concrete may be of lumber or steel.
They shall be straight and of sufficient strength to prevent warping
or bulging and to retain the concrete accurately in position. All
mortar and dirt shall be removed from forms which have been previously
used. Forms shall be well staked to the proposed lines and grades,
and their upper edges shall conform to the finished surface of the
curb. All forms shall be thoroughly wetted immediately before concrete
is deposited against them.
(4)
Concrete. Concrete construction, including curing,
shall conform to the applicable requirements of the section on concrete
structures contained elsewhere herein. The concrete shall be tamped
and spaded or vibrated so that the forms are completely filled, the
concrete thoroughly compacted and mortar is flushed to the face and
top.
(5)
Joints: concrete curb and gutters. Expansion joints
shall be provided at intervals of 20 feet or when new construction
abuts existing construction. The expansion joints shall be filled
with one-half-inch thick cellular compression material to within 1/2
inch of the top and face of the curb and to within 1/4 inch of the
top of the gutter. Dummy joints shall be provided at alternate twenty-foot
intervals.
(6)
Joints: Concrete sidewalks and aprons. Expansion joints,
1/2 inch wide, shall be provided at intervals of 20 feet and where
the new paving abuts curb or old work. The expansion joints shall
be filled with one-half-inch thick cellular compression material to
within 1/4 inch of the top of the paving. For sidewalks, surface grooves
shall be cut with an approved tool at least 1/4 inch thick at right
angles to the line of the sidewalk and at intervals equal to the width
of the sidewalk. Where new work abuts existing sidewalk, the surface
grooves shall be spaced to conform to the lines of the abutting walk.
All surface edges shall be rounded to a radius of 1/2 inch.
(7)
Curb finish. Before initial set, the top of the curb
and the gutter shall be finished with a wood float to an even, smooth
and dense surface. As soon as the forms can be removed the face of
the curb shall be given the same finish. Exposed edges shall be neatly
rounded to a radius of 1/2 inch. The finished curb shall be true to
the required grades, lines, dimensions and curvatures. Completed work
shall be protected from traffic and the elements and shall be thoroughly
wetted and kept moist for at least one day. Damaged, broken or cracked
work shall be renewed by the contractor at his own sole cost and expense.
(8)
Finish: concrete sidewalks and aprons. The finish
shall be with a wood float, followed by brooming to a new and workmanlike
surface. Exposed edges shall be neatly rounded to a radius of 1/2
inch. The concrete shall be cured as provided elsewhere herein.
A.
Materials.
(1)
Cement used shall conform to the following requirements
of the ASTM, as amended to date:
(2)
Aggregate, both fine and coarse, shall conform to
the requirements therefor of the New Jersey State Highway Department
Standard Specifications as amended and revised to date. Water shall
be clean, fresh, and free of oils, acids, salts, organic matter or
other injurious substances. Unless otherwise provided, all concrete
shall be air entrained having 4% to 7% of entrained air, and shall
be produced by using standard portland cement with additive of air-entraining
portland cement with or without additional additive as may be required.
Reinforcing steel shall be intermediate grade deformed bars conforming
to ASTM Designation A-15 and ASTM Designation A-432, as amended and
revised to date.
B.
Methods of construction.
(1)
Only enough water shall be added to make concrete
workable for its intended use. The Engineer will determine the slump
ranges within which the contractor must work. Ready-mix or transit-mix
concrete may be used if obtained from sources approved by the Engineer.
Equipment used to proportion and mix concrete on the job is subject
to the approval of the Engineer.
(2)
Forms shall conform to the shape, lines, dimensions,
and grades shown on the plans. They shall be firmly braced, tight,
and substantial so as to prevent movement, bulging, and mortar leakage.
Wherever concrete will be exposed to view, forms shall be smooth and
clean.
(3)
Forms for footings may be omitted wherever soil and
workmanship permit accurate excavation to size. All forms shall be
completely removed.
(4)
Reinforcement shall be accurately cut, bent and placed
in accordance with the plans. It shall be free of excessive scale
or any foreign material that would tend to reduce bond. It shall be
securely supported, tied and fastened to prevent movement while concrete
is being placed.
(5)
Subgrades, and excavations and soil bases for foundations
and slabs shall be properly finished to the prescribed lines, grades
and dimensions, and shall be approved by the Engineer before concrete
is placed. All areas to receive concrete shall be free of frost, foreign
matter and excessive water; provided, however, that forms and soil
surfaces shall be uniformly damp when the concrete is placed.
(6)
Concrete shall be handled and placed so as to avoid
any segregation. Concrete which has begun to set or which has been
contaminated with foreign materials or to which too much water has
been added shall not be used. Pouring of concrete shall generally
be a continuous operation until the placing of an individual section
has been completed. Concrete shall be thoroughly compacted with vibrators
or by other suitable means.
(7)
All concrete shall be finished by screening and floating
to the required lines and grades. Unless otherwise specified, all
work shall have a wood float finish; provided, however, that the contractor
shall provide other finishes when so required by the plans or specifications
or so directed by the Engineer.
(8)
After the concrete has been poured, it shall be kept
continuously wet for a period of one day or longer, as directed by
the Engineer. Curing compound may be substituted for water, but in
all cases, curing shall be done in a manner approved by the Engineer.
(9)
Expansion joints, dummy joints, construction joints,
and other appurtenances shall be provided as shown on the plans. Expansion
joints shall have joint filler of the thickness indicated which shall
extend the full depth of the concrete.
(10)
After removal of forms all permanently exposed
surfaces shall be cleaned of stains and dirt, and all surface defects
which do not impair structural strength shall be repaired by cutting
and patching in a manner satisfactory to the Engineer.
(11)
Concrete shall not be poured when the atmospheric
temperature is below 40º F. or when there is any precipitation,
unless precautions satisfactory to the Engineer have been taken to
prevent any damage to the work. Precautions necessary to avoid freezing
of the concrete shall be in accordance with the current recommendations
of the American Concrete Institute.
A.
Materials.
(1)
Cast-iron pipe and fittings.
(a)
Cast-iron pipe shall conform to the requirements
of the American Standards Association Specification A.21.6 or A.21.8,
as amended and revised to date. Unless otherwise specified herein,
cast iron shall be Thickness Class 22.
(b)
Flanges shall conform to American Standards
Association Specification A.S.A. B.16.1, Class 125, as amended and
revised to date. Mechanical joints shall conform to the American Standards
Association Specification A.21.11, as amended and revised to date.
Gasket type joints shall be Tyton or approved equal. Either mechanical
or gasket-type joints shall be used for normal water main construction.
(c)
Fittings shall conform to the requirements of
the American Standards Association A.21.10, as amended and revised
to date.
(d)
Unless otherwise specified, all cast-iron pipe
and fittings shall be cement lined in accordance with American Standards
Association A.21.4, as amended and revised to date.
(2)
Valves.
(a)
Valves shall conform to the current American
Water Works Association Standard for Iron Body Double-Disc Gate Valves
with parallel seats. Valves shall be of the type manufactured by either
the Kennedy or Mueller Valve Company. Unless otherwise specified,
valves shall be operated by a two-inch square operating nut of cast
iron and shall open in the counterclockwise direction. The direction
of opening shall be marked on the nut by an arrow and the word "OPEN."
(b)
All cast-iron surfaces of valves and valve boxes
shall be painted with three coats of asphaltum paint, inside and out.
(c)
Valves shall be provided with a means of jointing
suitable for use with the adjoining pipe.
(3)
Valve boxes.
(a)
Valve boxes shall be complete with covers and
both valve box and cover shall be of ample strength and dimension
to fully sustain the shocks of heavy vehicular traffic and to maintain
the upper section and cover at proper grade under heavy vehicular
traffic.
(b)
Covers shall be round, at least six inches in
diameter and shall have the word "WATER," an arrow showing the opening
direction and the word "OPEN" clearly cast thereon.
(4)
Fire hydrants. Fire hydrants shall follow these specifications:
Operating and cap nuts shall be one-and-one-half-inch pentagon. They
shall be equipped with two hose nozzles and one steamer nozzle, size
and threads to be in accordance with local fire company requirements.
The steamer nozzle shall be equipped with a four-and-one-half-inch
F NH by five-inch Storz permanent hydrant adaptor with cap and cable
connector. The fire hydrants shall have a provision for six-inch connection
to the main. Minimum valve opening for the hydrant shall be 4 1/4
inches.
[Amended 12-16-2013 by Ord. No. 43-2013]
(5)
Concrete. Concrete for cradles and thrust blocks shall
be constructed with a minimum 28 days compression strength of 3,500
psi conforming to requirements as specified elsewhere herein.
B.
Methods of construction.
(1)
Excavation and backfill shall conform to the requirements
for subsurface structure excavation. The contractor shall provide
adequate equipment and so operate it as to maintain an essentially
dry excavation, stable trench bottoms, suitable working conditions
and protection from water damage throughout and until the completion
of the work.
(2)
Water mains shall be laid in straight lines except
when otherwise specifically provided or directed by the Engineer.
When deviation from a straight line is permitted, the deflection of
each joint shall not exceed the manufacturer's recommended maximum
for the type of joint and size of pipe being installed. Pipe shall
be laid with at least 3 1/2 feet of cover over the top of the pipe
to the existing or proposed finished grade, or to the future finished
grade when such is lower. Along extensions of roads which are unimproved,
the pipe shall be laid with at least four feet of cover over the top
of the pipe to the existing grade. The depth of pipe may be increased
or slightly decreased locally to pass obstructions. Grade changes
shall be accomplished by fittings and/or dividing the necessary deflection
among several joints.
(3)
Special care shall be exercised to remove all earth,
stones and other materials from each pipe as it is laid, and to prevent
any such materials from entering the pipe line. The contractor shall
see that the entire line maintained is absolutely clean on the inside
and that all valves and hydrants are clean and in good working order
when installed. Open ends shall be at all times adequately protected
and shall be securely sealed with approved plugs whenever work is
stopped for any reason whatsoever. After removing a plug the interior
of the pipe line shall be inspected and cleaned before resuming pipe-laying
operations.
(4)
Before placing each length of pipe, the contractor
shall carefully examine it for breaks, cracks or other defects and
shall discard any which may appear to be in any way defective. All
pipe and fittings shall be handled and installed with care to avoid
breakage.
(5)
Each section of pipe shall be solidly bedded in the
trench bottom and shall be supported for its full length except where
excess excavation has been made for joints. Before making each joint,
the ends of the pipes and all joint members shall be thoroughly cleaned.
All jointing shall be done in strict accordance with the manufacturer's
recommendations and the directions of the Engineer.
(6)
The contractor shall do all necessary pipe cutting
and shall locate valves, fittings and fire hydrants in the exact positions
indicated. He shall provide and use cutting tools of an approved type
and in good order, so as to endure clean, square cuts to exact measurements.
(7)
All fittings and valves shall be set accurately true
to and square with pipe lines. Valve stems shall be accurately plumb.
Fittings and valves shall be supported by approved blocking so as
to ensure their remaining accurately in position during joints and
in such manner that their weight will not place undue strain on connecting
pipe or points. Valve boxes shall be set plumb, accurately centered
with respect to the valve stem, well supported by solidly tamped earth
and with their tops flush with the finished surface grade of the roadway
or surface of the ground where set. Pipe lines shall be rodded or
thrust blocked at the discretion of the Engineer at all bends greater
than 10º and at all tees, plugs, valves and fire hydrants so
as to prevent movement of the lines under pressure.
(8)
Before new water lines are put into service, the contractor
shall provide the necessary equipment for and shall perform a two-hour
pressure test during which time pressure will be maintained at 125
pounds per square inch and the amount of water that must be added
to maintain this pressure will be measured. The maximum leakage which
will be permitted for sections of the system up to and including 500
linear feet will be 0.01 gallon per inch of diameter per 24 hours
per foot of pipe. Where the length of pipe to be tested exceeds 500
linear feet, the total amount of leakage allowed for any such section
of pipe shall be the amount which would be allowed for 500 feet. In
general, every square root of the length in feet of the section to
be tested and divided by the square root of 500. In general, every
section of pipe which can be isolated by existing or proposed valves
shall be individually pressure tested except where such sections are
less than 200 feet in length, in which case they may be tested as
a part of another section.
(9)
Before new water lines are put into service, they
shall be completely sterilized with chlorine. The chlorine shall be
introduced and distributed into the new pipe lines by suitable and
approved means and in such manner that it shall reach all of the pipe
and all fittings, valves and appurtenances. Sterilization may be done
in connection with pipe testing or independently, as may appear more
practical. The manner and method of introduction of chlorine shall
be satisfactory to and must be approved by the governing water authority.
Sterilizing dosage shall be sufficient to provide the equivalent of
not less than 50 parts per million (ppm) of free chlorine to the entire
contents of the pipe line or section thereof to be sterilized, and
the chlorinated water shall be permitted to remain in the pipe line
for a contact period of not less than 24 hours. After sterilization,
the water main or section shall be thoroughly flushed and put into
service. Any section of pipe line which is drained or emptied of water
at any time or for any purpose in connection with this work, whether
a newly laid pipe line or part of an existing water main system, shall
be sterilized as above specified before being returned to service.
Existing water service shall not be interrupted unless necessary for
the completion of the work and then only in accordance with the requirements
of the Authority.
A.
Materials.
(1)
Cast-iron pipe and fittings.
(a)
Cast-iron pipe shall be centrifugally cast and
shall conform to the requirements of the American Standards Association
Specifications therefor, as amended and revised to date. In general,
cast-iron pipe shall be Thickness Class 22 for nominal pipe diameters
of 12 inches and less, and Thickness Class 21 for nominal pipe diameters
of 14 inches and greater.
(b)
Cast-iron pipe shall be provided with mechanical
joints which conform to the American Standards Association Specifications
therefor, or shall be "Tyton Joint" pipe as manufactured by United
States Pipe and Foundry Company, or approved equal.
(c)
All cast-iron fittings, including Y-branches,
shall conform to the requirements of the current American Water Works
Association Specifications therefor, except that fittings shall be
provided with joints suitable for use with the adjoining pipe. In
general, cast-iron fittings shall be Class D for sizes 12 inches and
less, and Class B for sizes 14 inches and greater. Cast-iron saddles
shall be subject to the approval of the Engineer.
(2)
Asbestos-cement pipe and fittings.
(a)
Asbestos cement pipe and fittings shall conform
to the requirements of the American Society for Testing Materials
Specifications therefor, as amended and revised to date. Except where
required for special conditions such as excessive depth, asbestos-cement
pipe and fitting shall be nonpressure, and in no case less than Class
2400.
(b)
All asbestos-cement pipe and fittings shall
be furnished complete with sleeve and gasket-type couplings designed
for use with the size and class of pipe specified. Cast-iron fittings
for use with asbestos-cement pipe shall conform to the requirements
for cast-iron fittings hereinabove.
(3)
Vitrified clay pipe and fittings.
(a)
Vitrified clay pipe and fittings shall conform
to the requirements of the American Society for Testing Materials
Specifications therefor, as amended and revised to date. Except where
required for special conditions such as excessive depth, vitrified
clay pipe and fittings shall be "Extra Strength" or "Vitra-Chem."
(b)
All vitrified clay pipe and fittings shall have
factory-fabricated, gasket-type couplings which conform to the American
Society for Testing Materials Specifications therefor, as amended
and revised to date.
(4)
Concrete. Any concrete required for cradles, pads,
drop connections at manholes, and any other miscellaneous items shall
be 4,000 psi conforming to the requirements set forth elsewhere herein.
B.
Methods of construction.
(1)
Excavation and backfill shall conform to the requirements
set forth for subsurface structure excavation. The contractor shall
provide adequate equipment and so operate it as to maintain an essentially
dry excavation, stable trench bottoms, suitable working conditions
and protection from water damage throughout and until the completion
of the work.
(2)
Pipe shall be laid in straight lines between manholes
except when otherwise specifically provided or directed by the Engineer.
When deviation from a straight line is permitted, the deflection of
each joint shall not exceed the manufacturer's recommended maximum
for the type of joint and size of pipe being installed. All pipe shall
be laid to uniform grades between manholes.
(3)
Before making each joint, the ends of the pipes and
all joint members shall be thoroughly cleaned. All jointing shall
be done in strict accordance with the manufacturer's recommendations
and the directions of the Engineer.
(4)
No defective or leaking pipe, fittings, joints, connections,
manholes or other parts of the work will be acceptable. All visible
leakage of any description, and no matter where located, shall be
corrected by the contractor in a manner satisfactory to the Engineer,
whether or not the total leakage into the sewer is within the allowable
maximum as determined by infiltration tests.
(5)
Infiltration tests shall be made when and as directed
by the Engineer, and no connections to flowing lines shall be made
until the testing is complete and satisfactory results have been obtained.
The contractor shall furnish all labor, material and equipment necessary
for the infiltration tests. No section of sanitary sewer between adjacent
manholes will be considered satisfactory or acceptable when the rate
of infiltration there into exceeds 100 gallons per inch of internal
diameter, per mile of sewer, per day; and no section of sanitary sewer
one mile or more in length will be considered satisfactory or acceptable
when the rate of infiltration there into exceeds 1/2 of the above-specified
rate. Leakage in excess of the above shall be located and corrected
by the contractor.
(6)
Y-branches and service laterals which are not to be
immediately connected to flowing lines shall be securely plugged with
an approved type of plug which will provide a permanently watertight
seal.
(7)
The contractor shall accurately record the station
of each Y-branch placed and direction of the Y. He shall also show
the location of each Y-branch on his copy of the plans and permanently
mark each location with a cross-cut on the curb or a hub stake driven
at the curbline.
(8)
Drop connections or manholes and concrete pads at
service risers shall be constructed as shown on the detail sheet of
the plans, and at the locations shown on the plans or as directed
by the Engineer. All concrete work shall conform to the requirements
as set forth elsewhere herein.
(9)
When so required by the Engineer, the contractor shall
flush such newly completed sewers as may be designated by the Engineer,
in order to remove any foreign matter which may have accumulated herein
during construction. The contractor shall furnish all labor, material,
equipment and water necessary for flushing and shall provide for the
disposal of water used for flushing.
A.
Materials.
(1)
Reinforced concrete pipe: Reinforced concrete pipe
shall conform to the requirements of the American Society for Testing
Materials Specifications therefor, as amended and revised to date.
Unless otherwise specified herein, reinforced concrete pipe shall
be Class III, Wall B.
(2)
Corrugated metal pipe:
(a)
Corrugated metal pipe and pipe arch shall conform
to the requirements of the American Association of State Highway Officials
Specifications therefor, as amended and revised to date and conform
to the following gauge requirements:
|
Diameter
(inches)
|
Gauge
(Alum)
|
Gauge
(Corr)
| ||
|---|---|---|---|---|
|
15
|
14
|
16
| ||
|
18
|
12
|
16
| ||
|
21
|
12
|
16
| ||
|
24
|
12
|
14
| ||
|
30
|
12
|
14
| ||
|
36
|
10
|
12
| ||
|
42
|
10
|
12
| ||
|
48
|
10
|
10
| ||
|
54
|
8
|
10
| ||
|
60
|
8
|
8
|
(b)
For pipe diameters in excess of 60 inches the
specific design shall be approved by the Engineer.
(c)
Corrugated metal pipe and pipe arch shall be
fully bituminous coated inside and outside in accordance with current
American Railway Engineering Association Specifications and shall
have bituminous paved inverts. The invert paving shall fill the valleys
of the corrugations and cover the crests of the corrugations a minimum
of 1/8 inch. For round pipe the invert paving shall cover not less
than 25% of the inside perimeter of the pipe, and for pipe arch the
invert paving shall cover not less than 40% of the inside perimeter
of the pipe.
(3)
Concrete. Concrete of 4,000 pounds per square inch
conforming to the requirements set forth elsewhere herein shall be
used for the construction of concrete cradles and in making the connections
to existing drainage structures.
B.
Methods of construction.
(1)
Excavation and backfill shall conform to the requirements
for subsurface structure excavation. The contractor shall provide
adequate equipment and so operate it as to maintain an essentially
dry excavation, stable trench bottoms, suitable working conditions
and protection from water damage throughout and until the completion
of the work.
(2)
Pipe shall be laid in straight lines between drainage
structures except when otherwise specifically provided. When deviation
from a straight line is permitted, the deflection of each joint shall
not exceed the manufacturer's recommended maximum for the type of
joint and size of pipe being installed. All pipes shall be laid to
uniform grades.
(3)
Each section of pipe shall be solidly bedded in the
trench bottom and shall be supported for its full length except where
excess excavation has been made for the joints. Before making each
joint, the ends of the pipes and all the joint members shall be thoroughly
cleaned. All jointing shall be done strictly in accordance with the
manufacturer's recommendations.
(4)
No defective or leaking pipe, joints, connections,
manholes, inlets, or other parts of the work will be acceptable. All
visible leakage of any description, and no matter where located, shall
be corrected by the contractor in a manner satisfactory to the Engineer.
(5)
Except when necessary to maintain a flow, storm drains
shall not be placed in embankment until the embankment has been constructed
and consolidated to proposed finished grade or subgrade, or to an
elevation not less than three feet above the proposed top of pipe,
whichever is lower. After an embankment has been so constructed, trenches
for storm drains shall be excavated as hereinabove specified.
(6)
When so required by the Engineer, the contractor shall
flush such newly completed storm drains as may be designated by the
Engineer, in order to remove any foreign matter which may have accumulated
therein during construction. The contractor shall furnish all labor,
material, equipment and water necessary for flushing and shall provide
for the disposal of water used for flushing.
(7)
The locations of existing pipes and structures shown
on the plans are approximate, and before construction the contractor
shall determine the exact locations of all existing pipes and structures
in the vicinity of the proposed work. Connections to existing pipes
and structures shall be made in a manner satisfactory to the Engineer.
A.
Materials.
(1)
Concrete. Concrete shall conform to the requirements
specified elsewhere herein.
(2)
Concrete block: Concrete block for the construction
of manholes, inlets and catch basins shall conform to the requirements
of the American Society for Testing Materials Specifications therefor,
as amended and revised to date. Concrete blocks for manholes shall
have the required radius and batter.
(3)
Brick: Brick shall be Grade MA conforming to the American
Society for Testing Materials Specifications therefor, as amended
and revised to date.
(4)
Mortar. Mortar shall be 1.2 cement-sand mortar.
(5)
Iron castings: Iron castings shall conform to the
requirements of the American Society for Testing Materials Specifications
for gray iron casting, as amended and revised to date, supplemented
as follows: Castings shall be boldly filleted, and arises shall be
sharp and perfect. The castings shall be true to pattern in form and
dimension, free of pouring faults, sponginess, cracks, blowholes and
other defects which affect their strength and value for the service
intended. The bearing surfaces of frames, covers and grates shall
be fitted together so as to prevent rocking and the pieces match-marked.
(6)
Ladder rungs: Ladder rungs shall be fabricated of
rolled wrought iron or aluminum conforming to the current American
Society for Testing Materials Specifications therefor and shall be
subject to the approval of the Engineer.
B.
Methods of construction.
(1)
Excavation and backfill shall conform to the requirements
for subsurface structure excavation. Manholes, inlets and catch basins
shall be constructed in accordance with the standard details shown
on the plans. Unless otherwise specified or directed, manholes, inlets
and catch basins may be constructed of either brick, concrete block
or concrete of 400 psi. The foundations for all manholes, inlets and
catch basins shall be concrete of 4,000 psi.
(2)
Concrete construction shall conform to applicable
requirements elsewhere herein.
(3)
Concrete blocks and bricks shall be laid with vertical
joints staggered. Joints shall be not more than 1/2 inch thick and
shall be completely filled with mortar. The masonry shall be carried
to such a height that a mortar joint not more than 1/2 inch thick
will be required for setting the head casting without using split
blocks or bricks. Outside walls shall be plastered with a five-eighths-inch
thick coat of mortar, troweled to a smooth finish.
(4)
Outside walls of sanitary sewer manholes shall receive
two coats of an approved coal tar pitch.
A.
Materials.
(1)
Materials for backfill, if acceptable to the Engineer
or his representative, shall be the material excavated, except that
any large and frozen lumps, wood, boulders or other foreign matter
shall be removed before placing.
(2)
If the excavated material is not acceptable as backfill
material, all excavations shall be backfill with run-of-bank sand
and gravel. All excess excavated will be disposed of by the contractor
in a manner acceptable to the Engineer.
B.
Methods of construction.
(1)
The contractor shall do all excavations of whatever
substances encountered to the depth shown on the plans.
(2)
Excavation shall not be carried below the required
level except where unstable soil is encountered. The Engineer shall
determine the depth of removal of unstable soil and the contractor
shall at the Engineer's direction remove and replace same with gravel,
crushed stone or crushed slag thoroughly tamped. Whenever excavation
has been made below the required level, it shall be replaced with
gravel, crushed stone or crushed slag and shall be thoroughly tamped.
(3)
The ground adjacent to the excavation shall be graded
to prevent water from running in. The contractor shall remove any
water accumulating in excavations by pumping or other suitable means.
(4)
The contractor shall do all bracing, shoring and sheeting
necessary to prevent failure of the banks of public, underground and
aboveground utilities and structures, pavements, and public and private
property. No bracing, shoring, or sheeting shall be placed below the
bottom of the pipe or structure unless approved by the Engineer.
(5)
The contractor shall provide, install and operate
an adequate well-point system of dewatering when necessary to stabilize
trench bottoms and banks or other excavations or when necessary to
protect the work, workmen, public, underground and aboveground utilities
and structures, pavements, and public and private property. The well-point
system or portions thereof shall be removed by the contractor upon
the completion of backfill, and the holes remaining from the points
shall be backfilled and thoroughly tamped.
(6)
Excavation for manholes and other structures shall
have a twelve-inch minimum clearance and twenty-four-inch maximum
clearance on all sides. The width of trenches for pipe shall be not
less than 16 inches and not more than 22 inches in excess of the outside
diameter of the pipe. Rocks and boulders present in excavation shall
be removed within six inches of the pipe. Banks of excavation, unless
otherwise indicated or allowed, shall be vertical.
(7)
Preliminary excavation shall be made only to a depth
of three inches above the final depth of any trench or other excavation.
The remaining depth shall be carefully excavated, shaped, and formed
with hand tools immediately preceding laying of pipe or placing concrete.
Trench bottoms shall be accurately formed to receive and support the
bottom of the barrel of the pipe. Additional excavation shall be made
in pipe trenches at the pipe joints and to prevent any possibility
of a pipe resting on the bell rather than the barrel.
(8)
After the structure has been completed, inspected
and approved or, in the case of pipe, after each joint has been made,
inspected and approved, backfilling shall proceed immediately. Where
pipe has been laid this shall be done in four-inch layers of suitable
fine material, each layer thoroughly tamped, to a height of 12 inches
above the top of the pipe. The remainder of the trench and the entire
excavation for all structures other than pipe shall be backfilled
in nine-inch layers, loose measure, each layer thoroughly tamped.
Dampening of the material to be tamped may be required by the Engineer.
(9)
Puddling or flushing in lieu of tamping may be used
if approved by the Engineer or may be required by the Engineer. Shoring,
sheeting, and bracing of any kind shall be withdrawn as the backfilling
proceeds, except that the Engineer may require such bracing to be
left in place if it has been placed below the bottom of any structure
or pipe or if he deems it necessary in order to protect adjacent structures,
utilities or property.
A.
Tot-lots. Tot-lots shall as a minimum provide three
kinds of play facilities for young children such as a sand box, climbing
apparatus, swings. A seating area for adults will also be required.
B.
Tennis courts. Tennis courts shall be regulation size,
and shall contain, as a minimum, the following improvements:
D.
Multipurpose fields: Multipurpose fields shall be
a minimum size of 200 feet by 350 feet and shall be completely grassed.
E.
Swimming pools shall be a minimum of 1,800 square
feet.
F.
Other facilities shall be constructed to standards
approved by the Township Engineer.
[Added 12-20-1993 by Ord. No. 20-1993]
A.
There shall be included in any new multifamily housing
development that requires subdivision or site plan approval an indoor
or outdoor recycling area for the collection and storage of residentially
generated recyclable materials. The dimensions of the recycling area
shall be sufficient to accommodate recycling bins or containers which
are of adequate size and number, and which are consistent with anticipated
usage and with current methods of collection in the area in which
the project is located. The dimensions of the recycling area and the
bins or containers shall be determined in consultation with the Municipal
Recycling Coordinator and shall be consistent with the district recycling
plan adopted pursuant to Section 3 of P.L. 1987, c. 102 (N.J.S.A.
13:1E-99.13) and any applicable requirements of the Municipal Master
Plan, adopted pursuant to Section 26 of P.L. 1987, c. 102.
B.
The recycling area shall be conveniently located for
the residential disposition of source-separated recyclable materials,
preferably near, but not separated from, a refuse dumpster.
C.
The recycling area shall be well lit, and shall be
safely and easily accessible by recycling personnel and vehicles.
Collection vehicles shall be able to access the recycling area without
interference from parked cars or other obstacles. Reasonable measures
shall be taken to protect the recycling area, and the bins or containers
placed therein, against theft of recyclable materials, bins or containers.
D.
The recycling area or the bins or containers placed
therein shall be designed so as to provide protection against adverse
environmental conditions which might render the collected materials
unmarketable. Any bins or containers which are used for the collection
of recyclable paper or cardboard, and which are located in an outdoor
recycling area, shall be equipped with a lid, or otherwise covered,
so as to keep the paper or cardboard dry.
E.
Signs clearly identifying the recycling area and the
materials accepted therein shall be posted adjacent to all points
of access to the recycling area. Individual bins or containers shall
be equipped with signs indicating the materials to be placed therein.
F.
Landscaping and/or fencing shall be provided around
any outdoor recycling area and shall be developed in an aesthetically
pleasing manner.
