[Adopted 7-11-1977 by Ord. No. 7712]
[Amended 5-5-1980 by Ord. No. 8006]
The minimum standards for the construction of
street improvements in reference to subgrade, gravel base, bituminous
concrete pavement, concrete curbs and gutters and sidewalks are as
follows:
A.
Subgrade. Where fill is required, the underlying ground
surface shall be stripped of all brush and trees before filling is
commenced. The material used for fill shall be suitable therefor and
shall be free from large or frozen lumps, wood or other extraneous
material. All fill shall be within 3% of the optimum moisture content
prior to backfilling, as determined by AASHTO T-99 Method C. The fill
shall be formed in successive layers of not more than eight inches
in depth after compaction, and each layer shall be thoroughly compacted
by means of operating construction equipment over it, mechanical rammers
or vibrators or by pneumatic tampers. All backfill materials shall
be compacted to 98% of maximum dry density as determined by AASHTO
T-99 Method C. Before construction of the gravel base is commenced,
the subgrade shall be neatly dressed to the proper lines, grades and
cross section.
B.
Gravel base. The gravel base course shall consist
of six inches of compacted road gravel, Type 2, Class A or B, conforming
to the requirements of the New Jersey State Highway Department standard
specifications. The finished base shall be compacted to a density
of not less than 95%, hard, smooth and even, free from defects and
at the proper grade and contour.
C.
Bituminous concrete pavement. Streets shall be permanently
paved with a four-inch-thick bituminous stabilized base course Mix
No. 1 and a two-inch-thick bituminous concrete surface course of FABC-1
Mix No. 5. The pavement shall be constructed in accordance with the
requirements of the New Jersey State Highway Department standard specifications.
[Amended 10-5-1981 by Ord. No. 8139]
The minimum standards for the construction of
stormwater drainage systems regarding grading and drainage system
plans, grading and drainage system design systems, collection systems,
general design standards, catch basins, manholes and storm drain pipes
are as follows:
A.
Grading and drainage system plan. A grading and drainage
system plan shall be prepared and submitted, along with the required
engineering data, for approval. It shall indicate an adequate system
of drainage structures to carry off and discharge the stormwater runoff
which originates not only within the property boundaries but also,
as required, that which originates beyond the property boundaries.
No stormwater runoff shall be diverted so as to overload any existing
drainage system or create the need for additional drainage structures
without proper and approved provisions being made for taking care
of these conditions.
B.
Grading and drainage system design standards. The
minimum curb elevation shall be 10.00 City Datum. The minimum grade
on any street shall be 0.2%.
C.
Collection system.
(1)
The collection system shall be designed in accordance
with the rational method of design using the following formula:
[Amended 10-5-1981 by Ord. No. 8139]
|
Q
|
=
|
A i R
| |
|
Where:
| |||
|
Q
|
=
|
The required capacity in cubic feet per second
for the collection system at the point of design.
| |
|
A
|
=
|
The tributary drainage area in acres and shall
include areas tributary from outside sources as well as from within
the subdivision itself.
| |
|
i
|
=
|
The rainfall intensity of inches per hours and
shall be 3.60 inches per hour.
| |
|
R
|
=
|
The coefficient of runoff applicable to the
drainage area and shall be based on consideration of soil conditions,
average slope of the drainage area and degree of ultimate development
of the area, but in no case shall be less than 0.30.
| |
(2)
Pipes or conduits shall be designed using Manning's
formula for velocity, as follows:
[Amended 10-5-1981 by Ord. No. 8139]
|
1.486
| ||
|
V =
|
___
|
X R (2/3) X S(1/2)
|
|
n
|
|
in which:
| |||
|
R
|
=
|
The hydraulic radius of the conduit flowing
full.
| |
|
n
|
=
|
The coefficient of friction (n = 0.015 for concrete
pipes 18 inches or less in diameter, n = 0.013 for concrete pipes
over 18 inches in diameter).
| |
|
S
|
=
|
The slope of the pipe in feet per foot. S shall
generally be considered as being the same as the slope of the invert
of the pipe.
| |
(3)
Wherever possible, design velocities in pipes shall
be three feet per second or over.
(4)
Manholes shall be provided in drain lines not more
than 300 feet apart and wherever branches are connected or sizes are
changed and wherever there is a changes in alignment or grade. Alignment
of pipes shall be in a straight line between manholes. Drain lines
shall be placed between the center line of the road and the curbline
and shall, as far as practical, be parallel to the center line of
the road.
[Amended 10-5-1981 by Ord. No. 8139]
(5)
Not more than two catch basins shall be interconnected
before being connected to a manhole.
D.
General design standards.
(1)
Valley gutters will be permitted at T-intersections
where they are parallel to the center line of the through road. This
is to be accomplished by gradually taking out the crown of the intersecting
street starting from a point about 30 feet back from the flow line
of the through street. At other than T-intersections, valley gutters
will be permitted only when warranted by limited traffic use and never
across heavily-trafficked roads.
(2)
Surface drainage in gutters shall be limited to the
equivalent of that flowing from 1.5 impervious acres. However, where
the tributary's impervious area exceeds the runoff from 1.0 impervious
acres, a double inlet catch basin shall be used.
E.
Catch basins. Catch basins shall be of approved size
and design.
F.
Manholes. Manholes shall be of approved size and design.
G.
Storm drain pipe. All storm drain pipes shall be reinforced
concrete pipe laid on undisturbed subgrade with full, firm and even
bearing. Backfill and compaction shall be in accordance with good
engineering practice. They shall be indicated on the final drainage
plan with notation as to size, slope and invert elevations. Necessary
easements shall be shown on the drainage plan and shall be not less
than 10 feet wide.
The minimum standards for the construction of
water systems in reference to water systems plans, capacity and size
of mains and general design requirements are as follows:
A.
Water system plan. A plan of the proposed water distribution
system shall be submitted along with the engineering data for approval.
This shall show locations and diameters of pipes and location of hydrants,
blowoffs and valves. All pipe used in water mains shall be ductile
iron.
[Amended 10-5-1981 by Ord. No. 8139]
C.
General design requirements.
(1)
So far as is practicable, distribution mains shall
be laid in the loop system to eliminate dead ends. Dead ends, if unavoidable,
shall have a fire hydrant, flushing hydrant or blowoff for flushing
purposes.
(2)
All distribution mains shall be provided with sufficient
earth or other suitable cover to prevent freezing.
(3)
The specifications shall include provision for the
adequate disinfection of all new distribution mains prior to their
being placed into service.
(4)
Water mains and sewers generally shall be separated
by a horizontal distance of 10 feet. If such lateral separation is
not possible, the water and sewer pipes shall be in separate trenches,
with the sewer at least 18 inches below the bottom of the water main
or with such other separations as are approved by the Engineer. At
crossings of sewers and water mains, the sewer shall, in general,
be at least 18 inches below the bottom of the water main. Where this
is not possible, the sewer shall be constructed of cast-iron pipe
with mechanical or slip-on joints or hot-poured lead joints for a
distance of at least 10 feet on either side of the crossing, or other
suitable protection, as approved by the Engineer, shall be provided.
The minimum standards of construction for sanitary
sewerage systems, regarding sewerage system plans, engineer's reports,
sewer designs, materials, minimum grades and velocity of flow, inverted
siphons, manholes, pumping stations and force mains, are as follows:
A.
Sewerage system plan. A plan of the proposed sewerage
system shall be submitted along with the engineering data for approval.
This plan shall show elevations of sewer inverts, the horizontal distance
between manholes, grades in percent and sewer sizes. All sewer appurtenances,
such as manholes, siphons, pumping stations, etc., shall be designated
on the plans. Detailed drawings of all sewer appurtenances, such as
manholes, siphons, pumping stations, etc., together with engineering
data shall be submitted for approval.
B.
The engineer's report. A report by the designing or
consulting engineer shall accompany all plans and specifications.
The report shall include or be accompanied by a signed and notarized
statement by the engineer averring that the proposed project complies
with all of the rules and regulations of the Department of Health;
provided, however, if there are any exceptions thereto, the averment
of compliance shall include a listing of such exceptions and an explanation
of the reasons therefor. The report itself shall give all pertinent
data upon which the design is based, including, where applicable and
appropriate, the following required information concerning sewerage
systems:
(1)
The nature and extent of the area which it is proposed
to include within the present sewerage system, including sections
not within the boundaries of the affected municipality.
(2)
The number of houses and the population to be served,
both present and estimated at least 25 years hence, with computations
and curves.
(3)
The estimated per capita daily flow of sewage to be
cared for, with supporting data.
(4)
The total and per capita water consumption of the
district to be served at the present time, if available.
(5)
The allowance made for infiltration in the sewers;
the estimated daily flow of sewage, including infiltration.
(6)
The character of the sewage, whether domestic or industrial
wastes or process waters, and, in the case of the latter, the nature
and approximate quantity of the same stated in specific terms; and
a breakdown of all quantities.
(7)
That portion of the system to be built at the present
time.
(8)
The minimum grades of sewers for each size used.
C.
Sewer design.
(1)
Capacity and design period.
(a)
All sanitary sewers shall be designed to carry
at least twice the estimated average design flow when flowing half-full.
In the case of large interceptor sewer systems, consideration may
be given to modified designs.
(b)
The design period for the estimated flow shall
be at least 25 years.
(c)
For sewers other than circular in cross section,
the data to be submitted shall include the geometrical shape, dimensions
and hydraulic characteristics of the proposed sewer.
(2)
Materials, minimum grades and velocity of flow.
(a)
All sewers shall be constructed of polyvinyl
chloride or vitrified clay pipe.
[Amended 10-5-1981 by Ord. No. 8139]
(b)
Sewers shall be designed with such hydraulic
slope as will give a mean velocity of not less than two feet per second
when flowing full or half-full, based on Kutter's or Manning's formula
with n = 0.013. The fall in feet per 100 feet of sewer shall be not
less than the following:
|
Pipe Diameter
(inches)
|
Fall in Feet
(per 100 feet of sewer)
|
|---|---|
|
8
|
0.40
|
|
10
|
0.29
|
|
12
|
0.22
|
|
14
|
0.17
|
|
15
|
0.16
|
|
16
|
0.14
|
|
18
|
0.12
|
|
20
|
0.10
|
|
21
|
0.095
|
|
24
|
0.080
|
|
27
|
0.067
|
|
30
|
0.058
|
|
36
|
0.046
|
(c)
The minimum size of sewers will be eight inches.
(d)
Curved sewers will be approved only under special
conditions. The minimum diameter will be eight inches; the minimum
radius of curvature will be 100 feet; the manhole spacing will not
exceed 300 feet. Approval will be limited to areas where curved streets
comprise the general layout or where the use of curved sewers would
permit substantial savings in cost.
(e)
Sewers crossing streams or to be located within
10 feet of a stream embankment or otherwise where unusual strength
is indicated shall be of reinforced concrete, cast iron or other suitable
material and shall be properly protected.
(f)
Sewers and water mains generally shall be separated
a distance of at least 10 feet horizontally. If such lateral separation
is not possible, the pipes shall be in separate trenches with the
sewer at least 18 inches below the bottom of the water main, or such
other separation as approved by the Engineer shall be made. In general,
the vertical separation at a crossing of sewer an water line shall
be at least 18 inches. Where this is not possible, the sewer shall
be constructed of cast-iron pipe using mechanical or slip-on joints
or hot-poured lead joints for a distance of at least 10 feet on either
side of the crossing, or other suitable protection shall be provided.
(g)
Any sewer within 100 feet of a water supply
well or a below-grade reservoir shall be of reinforced concrete, cast
iron or other suitable material, shall be properly protected, of completely
watertight construction and shall be tested for water tightness after
installation.
(h)
When grades less than those specified above
are proposed, an explanation for the use of such grades shall be included
in the Engineer's report.
(3)
Inverted siphons. Inverted siphons shall be of cast
iron or other approved material and shall have not less than two barrels.
Provision shall be made for rodding and flushing. A velocity of three
feet per second should be maintained, and flow control gates in chambers
should be provided.
(4)
Manholes.
(a)
Manholes shall be provided at the ends of each
sewer line and at intersections and at all changes in grade, size
or alignment. Lampholes will not be used.
(b)
Distances between manholes shall not exceed
300 feet.
[Amended 10-5-1981 by Ord. No. 8139]
(c)
A drop pipe shall be provided for lateral sewers
entering manholes above the manhole invert wherever the difference
in elevation is two feet or more.
(d)
No manholes or connections to a sanitary sewer
system shall be permitted within 100 feet of a water supply well or
a below-grade reservoir.
(e)
Adequate provision shall be made for ventilation.
D.
Pumping stations and force mains. Pumping stations
and force mains shall be designated and constructed in accordance
with all requirements of the New Jersey State Department of Health.
The minimum standards for the construction of
bulkheads in reference to bulkheads, bulkhead plans and design data
are as follows:
A.
Bulkheads. Bulkheads shall include any structure of
timber, steel, concrete or masonry, whether parallel to the shore
or at an angle to the shore, for the purpose of retaining any type
of fill adjacent to the waterway.
B.
Bulkhead plans. A plan of the proposed bulkheads along
with engineering data shall be submitted for approval.
C.
Design data.
(1)
The design of the bulkhead shall be based on an engineering
survey of the condition actually existing at the proposed location.
(2)
Soil data, depth of water, height of the proposed
bulkhead and backfill, tide conditions, current, ice or other climatic
conditions shall be considered in the design.
(3)
The active and passive pressures of the soil shall
be considered to determine the length of pile or sheet pile required
to achieve stability.
(4)
The horizontal load due to backfill and surcharge
shall be used to determine the shears and movements of the pile or
unit length of sheet pile wall. From these the pile or sheet pile
with a proper section and penetration are to be selected.
(5)
Anchor pile and tie rods shall be of the dimensions
required to provide the necessary tension to anchor the wall.
(6)
All members shall have sufficient dimensions for their
particular span and loading to ensure that the allowable unit stresses
of the material are not exceeded.
(7)
All materials and construction shall conform in general
to the applicable requirements of the New Jersey State Highway Department
standard specifications and the current American Association of State
Highway Officials standard specifications for highway bridges.
