TECHNICAL SPECIFICATIONS AND STANDARDS FOR CONSTRUCTION IN THE
BOROUGH OF HADDONFIELD RELATED TO UTILITIES AND LAND DEVELOPMENT
A.
CURB, SIDEWALK, BIKEWAY, STREET CONSTRUCTION STANDARDS
1.
Curbs
(a) The standard curb section used shall be ten
(10) feet in length. All concrete used for curbs shall be
prepared in accordance with applicable state or other regulatory
standard specifications for road construction. The twenty-eight
day compressive strength of the concrete used shall be not less
than the following:
Type of Concrete
Class
Class
Class
Class
P
A
B, B-1
C, C-1
Average Strength
pounds per square inch)
6,500
5,500
5,000
4,500
(b) Curbs and/or combination curbs and gutters
shall be constructed of Class B concrete, air entrained (5,000
p.s.i.).
(c) Where drainage inlets are constructed, but
curbs are not required, curbing must be provided at least ten
(10) feet on each side of the inlet.
(d) Acceptable curb types are shown in Exhibit
503-1.
2.
Sidewalks and Graded Areas
(a) Sidewalks shall be four inches thick except at
points of vehicular crossing where they shall be at least six
inches thick. At vehicular crossings, sidewalks shall be
reinforced with welded wire fabric mesh or an equivalent.
(b) Concrete sidewalks shall be Class C concrete,
having a twenty-eight day compressive strength of 4,500 p.s.i.
Other paving materials, such as gravel, crushed stone, brick,
etc., may be permitted depending on the design of the
development.
(c) Graded areas shall not have side slopes steeper
than 2/3 and shall be planted with grass or treated with other
suitable ground cover, and their width shall correspond to that
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of sidewalks.
3.
Bikeways
(a) Bicycle Paths
Dimensions and construction specifications of
bicycle paths shall be determined by the number and type of users
and the location and purpose of the bicycle path. A minimum 8
foot paved width should be provided for two-way bicycle traffic
and a 5 foot width for one-way traffic.
(1) Choice of surface materials, including
bituminous mixes, concrete, gravel, soil cement, stabilized earth
and wood planking, shall depend on use and users of path.
(2) Gradients of bike paths should generally
not exceed a grade of 5 percent, except for short distances.
(b) Bicycle Lanes
Lanes shall be 6 feet wide, or wide enough to allow
safe passage of bicycles and motorists.
(c) Drainage grates
Bicycle safe drainage grates shall be used in the
construction of all residential streets.
4.
Streets
(a) Street Grade
(1) Minimum street grade permitted for all
streets shall be 0.5 percent; but streets constructed at this
grade shall be closely monitored and strict attention paid to
construction techniques to avoid ponding. Where topographical
conditions permit, grades in excess of 0.5 percent shall be used.
(2) Maximum street grade shall vary by road
hierarchy, with flatter grades required for higher level roads
but grades should not exceed six (6) percent.
(3) Vertical Curves. The rate of change on
vertical curves shall be no more than four (4) percent per 100
feet of road, provided that proper sight distances are
maintained.
(b) Intersections
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(1) Minimum intersection angle. Street
intersections shall be as nearly at right angles as possible and
in no case shall be less than 75 degrees.
(2) Minimum centerlines offset of adjacent
intersections. New intersections along one side of an existing
street shall, if possible, coincide with any existing
intersections on the opposite side of each street and in no case
shall more than two streets cross at the same point. To avoid
corner cutting when inadequate offsets exist between crossing
intersections, offsets shall be at least 200 feet between
centerlines. When an existing street is to be intersected by a
new street, the minimum distance between the centerline of the
intersection of the new street and the centerline of any other
intersection shall be as follows:
Street into which intersection comes
Local service street
Feeder street
Connector street
Minimum distance
200 feet
300 feet
800 feet
(3) Intersection approaches. Approaches to any
intersection shall follow a straight course within 100 feet of
the intersection.
(4) Minimum curb radius. Intersections shall
be rounded at the curbline, with the street having the highest
radius requirement determining the minimum standard for all
curblines. Alleys, cul-de-sacs and local service streets shall
have a curb radius of 10' and feeder and connector streets shall
have a 15' curb radius.
(5) Grade. Intersections shall be designed
with a flat grade wherever practicable. Maximum grade within
intersections shall be 3 percent.
(6) Minimum centerline radius and minimum
tangent length between reverse curves shall be as follows:
Minimum
Centerline
Radius
Alley
CuldeSac
Local
Service
Street
Feeder
Street
100'
100'
100'
150'
Minimum Tangent
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Connector
Street
300'
Length Between
Reverse Curves
0'
50'
100'
100'
150'
(7) Sight triangles. Sight triangle easements
shall required and shall include the area on each street corner
that is bounded by the line which connects the sight or
"connecting" points located on each of the right-of-way lines of
the intersecting street. The planting of trees or other
plantings or the location of structures exceeding thirty (30)
inches in height would obstruct the clear sight across the area
of the easements shall be prohibited, and a public right-of-entry
shall be reserved for the purpose of removing any object,
material or otherwise, that obstructs the clear sight.
The distances shown in Exhibit 503-2 between
the connecting points and the intersection of the right-of-way
lines shall be required.
(c) Sight Distances
Clear site distance along the centerlines of local
service and feeder streets shall be maintained at not less than
200 feet and along connector streets at not less than 300 feet.
(d) Surface Drainage
The slope of the crown on local service and feeder
streets shall be more than 2% and less than 4% or as directed by
the Borough Engineer.
(e) Pavement
(1) Pavement design for streets shall follow
the specifications shown in Exhibits 503-3 and 503-4.
(2) Subgrade categories are as per Exhibit
503-5.
(3) If substitutions of paving materials are
proposed, the relative strength ratings will be evaluated by the
Borough Engineer to ensure appropriate substitutions.
B.
PARKING AREAS
1.
Parking Area Design Standards
a. Off street parking areas shall be oriented to
and within a reasonable walking distance of the buildings they
are designed to serve.
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b. Access to parking areas shall be designed so as
not to obstruct free flow of traffic. There shall be adequate
provision for ingress to and egress from all parking spaces to
ensure ease of mobility, ample clearance, and safety of vehicles
and pedestrians.
c. The width of all aisles providing direct access
to individual parking stalls shall be in accordance with the
requirements specified below. Only one-way traffic shall be
permitted in aisles serving single row parking spaces placed at
an angle other than ninety degrees unless special circumstances
make alternative designs desirable.
Parking Angle
(degrees)
One-Way Aisle
Width (feet)
Two Row/Two Way
Aisle Width
0 (parallel)
12
18
45
15
20
60
18
20
75
20
22
90
22
24
d. Where sidewalks occur in parking areas, such
sidewalks shall be raised six (6) inches above the parking area
and parked vehicles shall not overhang the sidewalk unless an
additional two and one-half (2 1/2) feet is provided in order to
accommodate such overhang.
2.
Parking Area Paving Standards
a. All parking lots shall be paved to the standard
of two (2) inches of F.A.B.C. over six (6) inches of quarry blend
stone or equivalent.
b. All parking lots which include areas (aisles,
loading, stalls) to be used by trucks shall be constructed to the
standard two (2) inches F.A.B.C. on four (4) inches stabilized
base on six (6) inches of quarry blend stone, or equivalent.
c. If substitutions of paving materials are
proposed, the relative strength ratings will be evaluated by the
Borough Engineer to ensure appropriate substitutions.
3.
Parking Area Landscaping Standards
TECH-5
a. Parking areas shall be suitably landscaped to
minimize noise, glare, and other nuisance characteristics as well
as to improve the environment of the site and surrounding area.
Large parking lots shall be broken down into sections as
appropriate for the type and size of the development. Sections
shall be separated by landscaped dividing strips, berms, and
similar elements.
b. Curbed islands with a minimum radius of three
(3) feet should be located at the end of each parking row and at
an interval of every ten (10) spaces. These islands should
contain one (1) shade tree, minimum 3" caliper, 14-16' high and
shrubs not exceeding 24 inches in height, unless visual screening
is necessary as contained in section c below.
c. Parking lots shall have a minimum planted
buffer of six (6) feet in width on all perimeter areas abutting
lot lines or street rights-of-way. This buffer shall be a
continuous visual screen which is five (5) feet in height at the
time of planting and is 50% evergreen plant material or deciduous
material which is demonstratively effective for screening
purposes.
d. In parking lots, at least five (5%) percent of
the interior parking area shall be landscaped with plantings, and
one (1) tree for each ten (10) spaces shall be installed. Trees
shall be spaced at intervals no greater than every twenty-five
(25) feet along the perimeter and on internal planting strips to
reduce heat and glare. Planting required within the parking lot
is exclusive of other planting requirements, such as for shade
trees planted along the street.
e. Location. The landscaping should be located in
protected areas, such as along walkways, in center islands, at
the ends of bays, or between parking stalls and must be protected
by a curb or similar abutment. All landscaping in parking areas
and on the street frontage shall be placed so that it will not
obstruct sight distance.
f. Plant type shall be a mixture of hardy
flowering and/or decorative evergreen and deciduous trees. The
evergreens should be used along the perimeter of the lot for
screening, and the deciduous trees for shade within the lot. The
area between trees shall be mulched, planted with shrubs or
ground cover, or covered with paving material. Any area that
will be under the overhang of vehicles shall be mulched or
covered with paving material.
C.
LIGHTING
TECH-6
1.
Walkways and Public Areas
a. Walkways, including sidewalks and trails,
should be lighted with mushroom type standards, preferably no
taller than ten (10) feet.
b. Lighting of all areas frequented by the public
shall be operated automatically.
2.
Intensity
a. An average of 0.6 maintained foot candles
throughout parking lots should be provided. Pedestrian walkways
and steps should have a minimum of 3-5 footcandles.
b.
Street illumination should be as follows:
Footcandles
Connector Sts.
Any other St.
Commercial
Areas
Mixed
Use Areas
Residential
Areas
0.8
0.6
0.6
0.5
0.4
0.3
c. The intensity at property lines should not
exceed 1.0 foot candles; however, adjacent to residential uses,
intensity should not exceed 0.25 foot candles.
3.
Height
The maximum height of standards shall be sixteen (16)
feet where tractor trailers or similar vehicles will be using the
lot and thirteen (13) feet in all other cases.
4.
Shielding
a. All lights shall be glare shielded to restrict
view of the light source. All lights shall be focused downwards.
b. Shielding shall provide proper lighting without
hazard to drivers or nuisance to adjacent or nearby residences.
c. Spotlights, if used, should be placed on
standards pointing toward the building and positioned so as not
to blind residents rather than on building and directed outwards
which creates dark shadows adjacent to the buildings and which
can create a nuisance for adjacent or nearby properties.
5.
Design
TECH-7
The style of light and light fixture or standard shall
be consistent with the principal building, use and surrounding
area.
D.
WATER SUPPLY
1.
Fire Protection
a. Fire protection shall be furnished for any
development and minimum fire flows shall be based on the
following:
Distance Between Buildings*
Required Fire Flow
over 100 feet
31 feet - 100 feet
11 feet - 30 feet
10 feet or less
500
750 gpm - 1,000
1,000 gpm-1,500
1,500 gpm-2,000
gpm
gpm
gpm
gpm
Note: * For contiguous buildings (attached dwelling units of two
or more two family units and/or multi-family units), a minimum of
2,500 gpm may be used.
b.
Fire Hydrants
(1) Hydrants shall be spaced to provide
necessary fire flow. The average area per hydrant shall not
exceed 120,000 square feet. In addition, hydrants shall be
spaced so that each residence shall be within 600 feet of a
hydrant; however, upon recommendation of the fire department,
such as in commercial areas, closer spacing may be required.
(2) A hydrant shall be located at all low
points and at all high points with adequate means of drainage
provided.
(3) Hydrants shall be located at the ends of
lines, and valves of full line size be provided after hydrant
tees at the ends of all dead lines that may be extended in the
future.
(4) Specifications for Fire Hydrants
(a) Size, type and installation of hydrants
shall be in accordance with local practice, and shall conform to
the American Water Works Association for Dry Barrel Fire Hydrants
(AWWA C502). Hydrants shall have at least three (3) outlets; one
outlet shall be a pumper outlet and the other outlets shall be at
least two and one-half inch (2 1/2") nominal size. Street main
TECH-8
connections should be not less than six (6) inches in diameter.
Hose threads on outlets shall conform to National Standard
dimensions. A valve shall be provided on connections between
hydrants and street mains. All pipe, fittings, and appurtenances
supplying fire hydrants shall be AWWA or ASTM approved.
(b) All fire hydrants shall conform with
the color code system as shown below:
(1) Class "A"
1,000 gpm or greater and water mains
of 10" or greater - green caps and
bonnets.
(2) Class "B"
Greater than 500 gpm but less than
1,000 gpm and water mains of at least
8" but less than 10" - orange caps and
bonnets.
(3) Class "C"
500 gpm or less and water mains of at
least 6" but less than 8" - red caps
and bonnets.
(4) Barrels
All fire hydrants barrels shall be
painted white and all white paint shall
be "traffic white".
2.
System Specifications
a. System design and placement shall comply with
all applicable state, American Water Works Association (AWWA),
and Borough standards with the strictest standards governing.
b. Water and sewer mains shall be separated as
required by State DEP regulations and shall generally 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 state or other regulatory body shall be made. In general,
the vertical separation at a crossing of water and sewer lines
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, for a distance of at least 10 feet on either side
of the crossing or other suitable protection shall be provided.
c.
Distribution mains shall be connected into
TECH-9
loops so that the supply may be brought to the consumer from more
than one direction. In balancing loops in a design, the Hardy
Cross method or an equivalent method shall be used.
d. Valves shall be located on distribution mains
so that no more than one street or block would be out of service
due to a single break. They shall be located in all small
branches off larger mains; and where 8 inch or layer lines
intersect, a valve shall be located in each branch. At street
intersections, valves shall be located in line with the property
line for ease in finding in the event of a break, or as otherwise
approved by the Borough.
e. Arteries and secondary feeder mains shall be
valved so that not more than one-quarter of a mile would be
affected by a single break. Geared valves on 16 inch mains or
larger shall be furnished.
f. Dead ends shall
permission of the Borough and, in
permitted in excess of 400 feet.
permitted, they shall be provided
flushing.
not be allowed without
any case, shall not be
If dead end lines are
with a hydrant as a means of
g. No pipe shall be placed on private property
unless the owner of the land is to own or operate the pipe, or an
easement deeded to the Borough is obtained. All easements shall
be unrestricted, and a minimum of 20 feet wide or wider if
necessary unless otherwise specified by utility companies.
3.
House service connections
a. A service connection consists of the pipe and
appurtenances between the municipal street main and any
customer's property line. A house service connection shall be
comprised of a corporation stop at the main, a curb stop, and an
inside compression stop, in that order. Meters shall be located
as specified by the Borough.
(1) A separate water service for each unit
shall be utilized for detached housing where maintenance is the
responsibility of the individual homeowner.
(2) Common water service connections, a cost
efficient design, may be allowed for multi-family housing where
there is an entity (such as a homeowners association) responsible
for the maintenance of the common water laterals. Where common
laterals are utilized, individual water shutoffs shall be
provided for each unit.
TECH-10
b. In cases where comprehensive water systems are
constructed by developers, the meter(s) shall be furnished by the
applicant and to be of a manufacture and type approved by the
Borough.
4.
Pipe Size
a. Water mains shall be a minimum diameter of six
(6) inches unless another size is required for fire flow and
other criteria as determined by the Hardy Cross method or other
appropriate procedures.
b. House service connection pipe from the main to
the curb stop shall be a minimum diameter of one (1") inch unless
otherwise indicated by the Hardy Cross method or other
appropriate procedures.
5.
Materials
a. Pipe materials used in construction of water
mains shall be cement lined ductile iron, prestressed concrete
cylinder pipe, or PVC pipe. All pipe and appurtenances shall
comply with the latest applicable American Water Works
Association (AWWA) standards.
b. Ductile iron pipe, appurtenances, and fittings
shall comply with AWWA C1100 (fittings), C111 (gasket joints),
C115 (flanged joints), and C151 (pipe). Thickness shall be
designed in accordance with AWWA C150 and be a minimum of Class
52. They shall be cement mortar lined in accordance with AWWA
C104. Joints shall conform to AWWA C111 and be equal to TYTON.
In aggressive soils, ductile iron pipe wrapped in polyethylene
according to AWWA C105-72 shall be used if it is a suitable
system to prevent corrosion. The developer's engineer shall
certify the ability of whatever pipe materials are chosen to
resist all degradation caused by soil conditions. The exterior
of the ductile iron pipe shall be covered with coal-tar, epoxytype coating where such protection is necessary (i.e. in acidic
soil conditions).
c. Pre-stressed concrete cylinder pipe with rubber
and steel joints shall conform to AWWA C301.
d. No PVC pipe, appurtenances, and fittings shall
be used for water mains in the Borough of Haddonfield.
e. Suitable adapters to flanged fittings shall be
furnished where required.
f.
Valves.
Resilient wedge valves shall be used
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unless otherwise specified by the Haddonfield Water Department.
Gate valves, when approved, shall be made with cast iron bodies
with double disc gates, bronze mounted. Valves shall be full
size, and those on 16 inch mains or larger shall be geared and
have suitable bypasses. Valve boxes shall be of the adjustable
type, with the cover marked "water" and direction of valve
operation indicated.
g.
House service connection pipe shall be type K
copper.
6.
Procedure for Approval to Use New Water Main
a. Below are the minimum standards required for
approval by the Haddonfield Board of Health. Any other process
or specific steps that is used must be approved by the Board of
Health.
b. During construction of new water mains or
replacements, the trenches should be kept dry and a tight fitting
plug provided at the end of the line to keep out foreign matter.
Lengths of pipe which have soiled interiors or that have been
exposed to known polluted sources should not be used.
c. The first step in disinfecting a main is to
flush out the line thoroughly until the water runs clear, by
opening a hydrant or drain valve below the section to be treated.
d. Next, partially close the drain valve and, at a
location slightly upstream from the new line, pump in a mixture
of calcium hypoclorite 65% mixed at a rate of 1/2 pound dry
weight to 10 gallons of water. Go to the drain valve on the main
and sample the outfalling water until a reading of 50 ppm CL2
residual is obtained. Then close off the line.
e. Let the line stand charged for 24 hours. At
the end of this time, open the drain line, blow off all water
containing the CL2, and obtain 3 samples of water representative
of the new main. Immediately transport the samples to an
approved laboratory for processing for total coliform.
f. The lab reports are to be submitted to the
Health Department. If the readings are negative, the main can be
put into service. If the readings are positive to total
coliform, repeat the above steps and re-sample.
g. If the pipeline being disinfected is known to
have been exposed to polluted water, flush the line thoroughly
and double the strength of the chlorine solution injected into
the main. Let the heavily chlorinated water stand in the mains
TECH-12
for at least 48 hours before flushing it out to waste.
proceed as explained in paragraphs "e" and "f" above.
Then
h. Where there are pipe breaks, flush out the
isolated section of pipe and dose the section with 200 ppm
chlorine. Keep before flushing out the section and returning it
to service. After flushing, obtain samples for total coliform
readings.
i. In all cases, the Haddonfield Department of
Health and Haddonfield Water Department must be on location
during the process of disinfection, flushing the main and
obtaining the samples.
E.
SANITARY SEWERS
1.
Design and Placement
a. Plans for sanitary systems shall reflect
applicable state and other prevailing regulations.
b. The most desirable location for sanitary sewer
mains shall be within the Borough right-of-way at or near the
center line of the paved cartway.
c. Curved sewers shall be approved only under
special conditions. The minimum diameter shall be 8 inch; the
minimum radius of curvature shall be 100 feet; and manhole
spacing shall not exceed 300 feet. Approval shall be limited to
areas where curved streets comprise the general layout, or where
the use of curved sewers would permit substantial savings in cost
or avoid very deep cuts, rock, or obstructions of a serious
nature.
d. Easements which shall be in a form approved by
the Borough engineer and attorney, shall be required for all
sanitary sewer lines which are not within a public right-of-way.
Easements shall be a minimum of 20 feet wide for sanitary sewers
up to 15 feet deep; for sewers more than 15 feet deep, easements
shall be 30 feet wide. (Depth of sewer shall be measured from
the design invert of the pipe to the surface of the proposed
final grading.)
e. As with water lines, common sanitary sewer
service, a cost efficient design, may be permitted for multifamily housing where there is an entity, such as a homeowners
association, responsible for the maintenance of the common
laterals.
f.
Minimum slope
TECH-13
(1) All sewers shall be designed to meet
minimum slope standard as shown in Exhibit 503-8.
(2) All sewers shall be designed to flow with a
minimum velocity of two (2) feet per second and a maximum
velocity of ten (10) feet per second at full flow based on
Manning's formula with n= 0.013. When PVC pipe is used, an n
factor of 0.010 may be used. Inverted siphons shall be designed
for minimum velocity of six (6) feet per second.
(3) All sanitary sewers, including outfalls,
shall be designed to carry at least twice the estimated design
flow when flowing half full.
2.
Pipe Materials
a. The applicant shall submit for approval details
of the planned pipes, joints, fittings, etc. Specifications
referred to below, such as ASA, ASTM, AWWA, etc., shall be the
latest revision.
b. Materials used in the construction of sewers,
force mains, and outfalls shall be as follows: Gravity sewers
shall be constructed of reinforced concrete, ductile iron, epoxycoated polyvinyl chloride (PVC), or acrylonitrile-butadienestyrene (ABS), plastic pipe. Reinforced concrete pipe shall be
used only in sizes 24" and larger. Inverted siphons, force
mains, and outfalls shall be constructed of epoxy-lined ductile
iron pipe unless otherwise permitted by the Borough. Inverted
siphons shall consist of two pipes with provisions for flushing.
Flow control gates shall be provided in the chambers.
c. Any sewer within 100 feet of a water supply
well or a below grade reservoir shall be of steel, reinforced
concrete, cast iron, or other suitable material; shall be
properly protected by completely watertight construction; and
shall be tested for watertightness after installation.
d. Reinforced concrete pipe shall meet all the
requirements of ASTM C 76. All pipes should be Class IV strength
except where stronger pipe is required.
(1) For depths less than three (3) feet
measured from the top of the pipe, installed under traffic areas,
Marston Class V pipe shall be required.
(2) The trench depths shown in Exhibit 503-9
shall be maximum for the pipe classes noted, installed when site
conditions allow with Class C, Ordinary Bedding.
TECH-14
(3) The existence of clay soils and other
unusual loading conditions should be given special consideration.
e. Polyvinyl chloride sewer pipe (PVC) shall have
bell and spigot ends and O-ring rubber gasket joints. PVC pipe
and fittings shall conform to ASTM D3034, with a wall thickness
designation of SDR 35 (minimum).
(1) The plastic material from which the pipe
and fittings are extruded shall be impact types of PVC,
unplasticized, having high mechanical strength and maximum
chemical resistance conforming to Type 1, Grade 1, of the
specification for rigid polyvinyl chloride compounds, ASTM D
1784.
(2) Pipe shall be free from defects, bubbles,
and other imperfections in accordance with accepted commercial
practice. The adequacy of the pipe shall be demonstrated, if
required by a test at the manufacturing plant in accordance with
ASTM D 2444 for impact and ASTM C 2412 for Deflection and Pipe
Stiffness, latest revisions.
(3) Joints on sewer mains shall conform to ASTM
D 3212. Rubber ring gaskets shall be the sole element depended
upon to make the joint watertight.
(4) The pipe shall be installed as specified in
ASTM D 2321. In no case shall less than a Class VI material be
used for bedding and hunching material unless approved in writing
by the Borough engineer. Particular attention shall be given to
the special requirements for installing pipe in unstable soil or
excessive ground water. Any additional cost for materials used
under these trench conditions shall be borne by the applicant.
(5) Plastic riser pipe for cleanouts shall be
polyvinyl chloride sewer pipe (PVC) as above specified.
f. Ductile iron pipe shall be centrifugally cast
in metal or sand-lined molds to AWWA C151. The joint shall be of
a type that employs a single elongated grooved gasket to effect
the joint seal, such as United States Cast Iron Pipe Company's
Tyton Joint, James B. Clow and Sons, Inc., "Bell-Tite", or
approved equal. Pipe should be furnished with flanges where
connections to flange fittings are required. Pipe shall be Class
52 (minimum). The outside of the pipe shall be coated with a
uniform thickness of hot applied coal-tar coating and the inside
shall be epoxy lined. Ductile iron pipe shall be installed with
Class C Ordinary Bedding when site conditions allow.
TECH-15
g. Acrylonitrile-butadiene-styrene (ABS) pipe and
fittings shall conform to ASTM D 2751 and be installed in
accordance with ASTM D 2321 as herein modified. All joints shall
be made in accordance with ASTM D 3212 using flexible rubber
gaskets conforming to ASTM F 477.
3.
Pipe Bedding
Pipe bedding shall be provided as specified in Design
and Construction of Sanitary and Storm Sewers, ASCE Manuals and
Reports on Emergency Practice No. 37, prepared by a Joint
Committee of the American Society of Civil Engineers and the
Water Pollution Control Federation, New York 1969.
4.
Manholes
a. Manholes shall be provided at ends of sewer
lines, at intersections, and at changes of grade or alignment.
b.
exceed 300 feet.
Spacing intervals between manholes shall not
c. Where sewers enter manholes and the difference
in crown elevation between the incoming and outgoing pipes is
equal to or greater than two feet, drop pipes shall be provided
and drop manholes should be built.
d. Manholes shall be precast concrete, brick or
concrete block coated with two coats of portland cement mortar
and a seal coating of an acceptable waterproofing tar, asphalt or
polyplastic alloy, with enough time allowed for proper bond
between seal coats.
e. If precast manhole barrels and cones are used,
they shall conform to ASTM C 478, with round rubber gasketed
joints, conforming to ASTMC 923. Maximum absorption shall be 9
percent in accordance with ASTM C 478, method A. The entire
outside surface of the manhole shall be coated with a bituminous
waterproofing material acceptable to the Borough engineer.
Cracked manholes shall not be used. The top riser section of
precast manholes shall terminate less than 1 foot below the
finished grade to provide for proper adjustment.
f. Manhole frames and covers shall be of cast iron
conforming to specification ASTM A 48 Class 30 and be suitable
for H 20 loading capacity matching catalogue #1255A with drop
handles. All manhole covers in rights-of-way or in remote areas
shall be provided with a locking device if requested by the
Borough Sewer Department. The word "SEWER" shall be cast
integrally in each cover.
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g. Watertight and low-profile frames and covers
shall be utilized where applicable and should conform to the
pertinent ASTM specifications.
h. Manholes shall be supplied with suitable
adapters (inserts or gaskets) for the various pipe materials
used.
5.
Laterals/Cleanouts
a. The house connection or lateral from the street
main to the cleanout shall be considered an integral part of the
sanitary sewer system. The type of material used for the house
connection shall be the material used for the main line sewer
construction and may be as follows:
4" Cast Iron Soil Pipe, Extra Heavy
4" PVC Plastic Pipe, Schedule 40
b. Unless connection is made to an existing sewer
main utilizing a saddle, the connections shall be the same as the
material used at the junction of the house connection and the
sewer main.
c. Bends in house connection lines shall be made
using standard fittings. A riser with a cleanout at grade shall
be used at the point terminating Borough jurisdiction. This
inspection cleanout or observation tee shall be fitted with a
metallic cap placed two (2) feet from the outside face of the
curb between the curb and sidewalk if installed. If curbs are
not required, the cleanout shall be placed one (1) foot beyond
the property line in the Borough right-of-way.
d. Connections beyond the cleanout are under the
jurisdiction of the Board of Health through its Plumbing
Inspector and the pipe size and specifications shall be under the
regulations and requirements of the Board of Health.
F.
STORM WATER MANAGEMENT
1.
Storm Water Management System Demand
a. Watershed stormwater management requires the
determination for two runoff parameters; runoff peak rate of
discharge and runoff volume. Both parameters shall be used in
the comparison of pre-development and post-development
conditions.
b.
Peak rate of discharge calculations shall be
TECH-17
used to determine the configurations and sizes of pipes,
channels, and other routing of flow control structures. Runoff
volume calculations shall be used to determine the necessity for,
and sizing of, detention and retention facilities.
c. Runoff Peak Rate of Discharge Calculation. The
peak rate of runoff shall be calculated by the Rational Method or
derivatives. The equation for the Rational Method is:
Qp = CIA
Where QP = the peak runoff rate in cubic feet per second (CFS)
C = the runoff coefficient
I = the average rainfall intensity in inches per hour (in./hr)
occurring at the time of concentration tc
tc = the time of concentration in minutes
A = the size of the drainage area (acres)
(1) Typical C values for storms of 5 to 10
years between period are provided in Exhibit 503-10. Runoff
coefficients from the following sources may also be used: U.S.
Department of Commerce, Bureau of Public Roads, May 1965, Design
of Roadside Channels-Hydraulic Design Series No. 4 as
supplemented or amended; and Department of Transportation.
Federal Aviation Administration, July 1970, AC1505320-5B.
Airport Drainage as supplemented or amended.
(2) The time of concentration shall consider
the procedure outlined in Section 3.12 (c) of Technical Release
(TR) No. 55, Urban Hydrology for Small Watersheds, U.S.
Department of Agriculture, Soil Conservation Service, as
supplemented or amended (SCS method).
(3) Rainfall intensity as a function of
duration and storm recurrence frequency shall be based upon
geographically appropriate data as depicted in the plates in
technical paper No. 25. Rainfall Intensity Duration-Frequency
Curves, U.S. Department of Commerce, Weather Bureau, as
supplemented and amended. Intensity curves may be based on local
rainfall frequency data, where available. In all instances, a
minimum time of concentration of 5 minutes should be used. For
storm sewer design, a twenty-five year storm frequency should be
considered as a minimum unless special circumstances are
involved, such as evidence of local flooding, inadequate
downstream storm water facilities, and technical ambiguities.
(4) The size of the drainage area shall include
on site and off site lands contributing to the design point.
(5) Computer software adaptations of the
TECH-18
Rational Method calculations are acceptable provided that their
data and graphic printout allow review and evaluation.
d.
Runoff Volume Calculation
(1) Runoff volume shall be calculated by the
hydrograph analysis method as outlined in TR No. 55 (SCS method).
This method shall be used for watersheds with drainage areas of
less than 5 square miles. For drainage areas of less than 5
acres, the Rational Method triangular hydrography approximation
may be used as an alternative.
(2) Computer software adaptions of these runoff
valve calculations are acceptable provided that their data and
graphic printout allow review and evaluation.
2.
Storm Water System Strategy
a. A system emphasizing a natural as opposed to an
engineered drainage strategy shall be encouraged.
b. The applicability of a natural approach depends
on such factors as site storage capacity, open channel hydraulic
capacity, and maintenance needs and resources.
c. Hydraulic capacity for open channel or closed
conduit flow shall be determined by the Manning Equation. The
hydraulic capacity is termed Q and is expressed as discharge in
cubic feet per second. The Manning Equation is as follows:
Q = 1.486 AR 2/3 S 1/2
n
where n = Manning's roughness coefficient
A = Cross-sectional area of flow in square feet
R = Hydraulic radius in feet (R=A/P, where P is equal to the
Wetted Perimeter)
S = Slope of conduit in feet per foot
The Manning roughness coefficients to be utilized
are those provided in New Jersey Department of Environmental
Protection technical releases.
d. Velocities in open channels at design flow
shall not be less than five-tenths foot per second and not
greater than that velocity which will begin to cause erosion or
scouring of the channel. Permissible velocities for swales, open
channels and ditches are shown in Exhibit 503-11.
e.
Velocities in closed conduits at design flow
TECH-19
shall be at least two feet per second but not more than the
velocity which will cause erosion damage to the conduit.
3.
System Design-Pipe Capacity, Materials and
Placement
a. Pipe size shall be dictated by design runoff
and hydraulic capacity.
b. Hydraulic capacity shall be determined by the
Manning Equation.
c. In general, no pipe size in the storm drainage
system shall be less than 15 inch diameter. A 12 inch diameter
pipe will be permitted as a cross-drain to a single inlet.
d. All discharge pipes shall terminate with a
precast concrete or a cast-in-place concrete headwall with or
without wingwalls as conditions require.
e. Materials used in the construction of storm
sewers shall be constructed of reinforced concrete, ductile iron,
corrugated aluminum, or poly-vinyl chloride and high density
poly-ethelyene. The least expensive materials shall be permitted
unless site and other conditions dictate otherwise.
Specifications referred to, such as AASHTO, ASTM, AWWA, etc.,
should be the latest revision.
(1) Reinforced concrete pipe:
(a) Circular reinforced concrete pipe and
fittings shall meet the requirements of ASTM C 76.
(b) Elliptical reinforced concrete pipe
shall meet the requirements of ASTM C 507.
(c) Joint design and joint material for
circular pipe shall conform to ASTM C 443.
(d) Joints for elliptical pipe shall be
bell-and-spigot or tongue-and-groove sealed with butyl, rubber
tape, or external sealing bands conforming to ASTM C 877.
(e) All pipe shall be Class III unless a
stronger pipe (i.e. higher class) is indicated to be necessary.
(f) The minimum depth of cover over the
concrete pipe shall be as designated by the American Concrete
Pipe Association, as follows:
TECH-20
Pipe
Diameter (inches)
ASTM
Class Pipe
Minimum
Cover (Surface to top of pipe)
12"
III
IV
V
17"
12"
7"
15"
III
IV
V
16"
11"
7"
18"
III
IV
V
16"
10"
6"
24"
III
IV
V
15"
6"
6"
30"
III
IV
V
10"
6"
6"
III
IV
6"
6"
36"
&
above
(2) Ductile iron pipe shall be centrifugally
cast in metal or sand-lined molds to ANSI A21.51-1976 (AWWA C15176). The joints shall conform to AWWA C111. Pipe shall be
furnished with flanges where connections to flange fittings are
required. Pipe should be Class 50 (minimum). The outside of the
pipe should be coated with a uniform thickness of hot applied
coal tar coating and the inside lined cement in accordance with
AWWA C104. Ductile iron pipe shall be installed with Class C,
Ordinary Bedding.
(3) Corrugated Aluminum Pipe. Within the
public right-of-way and where severe topographic conditions or
the desire to minimize the destruction of trees and vegetation
exist, corrugated aluminum pipe, pipe arch or helical corrugated
pipe may be used. The material used shall comply with the
Standard Specifications for Corrugated Aluminum Alloy Culvert and
Under Drains AASHTO M-196 or the Standard Specifications for
Aluminum Alloy Helical Pipe AASHTO designation M-211. The
minimum thickness of the aluminum pipe to be used shall be as
follows: less than twenty-four inch diameter or equivalent,
seventy-five thousandths (0.075) inch (fourteen gauge); twentyfour inch diameter and less than forty-eight inch diameter or
equivalent, one hundred and five thousandths (.105) inch (twelve
TECH-21
gauge); forty-eight inch but less than seventy two inch diameter
or equivalent, one hundred thirty-five thousandths (.135) inch
(ten gauge); and seventy-two inch diameter or equivalent or
larger, one hundred sixty-four thousandths (.164) inch (eight
gauge).
(4) Smooth interior, corrugated polyethylene
storm sewer pipe is encouraged as an alternative where minimum
cover and traffic loads over the pipe are not a consideration.
Pipe and fittings shall be made of polyethylene compounds which
conform with the physical requirements of Type III, Category 3,
4, or 5, p23, p33, or p34, Class C per ASTM D-1248. Pipe
stiffness shall conform to the requirements of ASTM Test Method
D-2412. Pipe shall also conform to the requirements of AASHTO
M294 and ASTM F-667 for sizes 12 through 36 inches.
(5) Polyvinyl chloride pipe shall be used only
when the use of one of the other pipe materials would be
unacceptable or inappropriate. PVC pipe shall conform to ASTM D3034, type PSM PVC sewer pipe and fittings, SDR; sizes 4" through
15". PVC pipe shall conform to ASTM F-G79; sizes 18" through
27". Joint material shall be an elastoment ring rubber gasket
conforming to ASTM D-3212.
f. Pipe bedding shall be provided as specified in
Design and Construction of Sanitary and Storm Sewers, ASCE
Manuals and Reports on Engineering Practice No. 37, prepared by a
Joint Committee of the Society of Civil Engineers and the Water
Pollution Control Federation, New York, 1969.
g. Maintenance easements shall be provided around
storm water facilities where such facilities are located outside
of the public right-of-way. The size of the easement shall be
dictated by working needs. In general, the easement shall be 20
feet in width for one utility and five additional feet, if
practicable, for each additional utility located in the same
easement.
4.
System Design-Inlets, Catch Basins, and Manholes
a. Inlets, catch basins and manholes shall be
designed in accordance with relevant NJDOT standard plan and
specifications. Frames and grates shall be Campbell Foundry
Company Pattern No. 2617 Bicycle Grates with stream-flowing
grating or equal.
b.
Manhole spacing for all pipe sizes shall be 500
c.
Manholes shall be precast concrete, brick or
feet.
TECH-22
concrete block coated with two coats of portland cement mortar.
d. If precast manhole barrels and cones are used,
they shall conform with ASTM C478 with round rubber gasketed
joints, conforming to ASTM C 923. Maximum absorption shall be 9
percent in accordance with ASTM C 478, method A.
e. If precast manholes are utilized, the top riser
section shall terminate less than 1 foot below the finished grade
and the manhole cover shall be flush with the finished grade.
f. Manhole frames and covers shall be of cast iron
conforming to specification ASTM A 48 J Class 30 and be suitable
for H 20 loading capacity. All manhole covers in rights-of-way
or in remote areas shall be provided with a locking device. The
words "STORM SEWER' shall be cast integrally in the cover.
5.
System Design-Detention Facilities
a. Development shall use the best available
technology to accommodate storm water management by natural
drainage strategies.
b. Non-structural management practices, such as
open space acquisition, stream encroachment and flood hazard
controls shall be coordinated with detention requirements.
Changes in land use can often reduce the scope and cost of
detention provisions required by means of appropriate changes in
runoff coefficients.
c. Detention and all other storm water management
facilities shall conform to applicable state standards.
d. Where detention facilities are deemed
necessary, they shall accommodate site runoff generated from 2
year, 10 year, 25 year and 100 year storms considered
individually. These design storms shall be defined as either a
24 hour storm, using the rainfall distribution recommended by the
U.S. Soil Conservation Service using U.S. Soil Conservation
Service procedures (such as U.S. Soil Conservation Service, Urban
Hydrology for Small Watersheds, Technical Release No. 55), or as
the estimated maximum rainfall for the estimated time of
concentration of runoff at the site, using a design method such
as the Rational Method. Runoff greater than that occurring from
the 100 year, 24 hour storm will be passed over an emergency
spillway. Detention will be provided such that after development
the peak rate of flow from the site will not exceed the
corresponding flow which would have been created by similar
storms prior to development. For purposes of computing runoff,
lands in the site shall be assumed, prior to development, to be
TECH-23
in good condition (if the lands are pastures, lawns or parks)
with good cover (if the lands are woods), or with conservation
treatment (if they land is cultivated), regardless of conditions
existing at the time of computation.
e. In calculating the site runoff to be
accommodated by a detention facility, the method to be used is a
tabular hydrograph method as presented in TR No. 55 (SCS method)
as supplemented and amended.
f. Detention facilities shall be located as far
horizontally from surface water and as far vertically from
groundwater as is practicable.
g. Detention facilities shall not intercept the
post-development groundwater table, where practicable.
h.
There will be no detention basins in the
floodway.
i. Whenever practicable, developments and their
storm water detention facilities should be beyond the extent of
the flood hazard area of a stream and other areas which are
frequently flooded but have not been mapped as flood hazard
areas.
j. Detention storage provided below the elevation
of the edge of the flood hazard area will be credited as
effective storage at a reduced proportion as indicated in the
following table:
SIZE OF STORAGE AREA*
Elevation
Less
Than
5 Miles
5-100
Miles
Greater
than
100 Miles
Less than 2'
below edge
40%
65%
90%
Between 2'
and 4' below edge
25%
50%
75%
Over 4' below edge
10%
25%
50%
* Area contributing floodwaters to the flood hazard area at the
site in question. This effective detention storage will be
required to provide for drainage of the developed land in
accordance with the criteria already established in these
regulations. However, the gross storage considered for crediting
TECH-24
will not exceed that which would be filled by runoff of a 100
year storm from the site.
6.
Maintenance and Repair of Detention Facilities
a. Responsibility for operation and maintenance of
detention facilities, including periodic removal and disposal of
accumulated particulate material and debris, shall remain with
the owner or owners of the property with permanent arrangements
that such responsibility shall pass to any successive owner,
unless assumed by a government agency. If portions of the land
are to be sold, legally binding arrangements shall be made to
pass the basic responsibility to successors in title.
b. Prior to granting approval to any project
subject to review under this ordinance, the applicant shall enter
into an agreement with the Borough to ensure the continued
operation and maintenance of the detention facility. This
agreement shall be in a form satisfactory to the Borough
Attorney, and may include, but may not necessarily be limited to,
personal guarantees, deed restrictions, covenants, and bonds. In
cases where property is subdivided and sold separately, a
homeowners association or similar permanent entity should be
established as the responsible entity, absent an agreement by a
governmental agency to assume responsibility.
c. In the event that the detention facility
becomes a danger to public safety or public health or if it is in
need of maintenance, the Borough shall so notify in writing the
responsible person. From that notice, the responsible person
shall have fourteen (14) days to effect such maintenance and
repair of the facility in a manner that is approved by the
Borough Engineer or his designee. If the responsible person
fails or refuses to perform such maintenance and repair, the
Borough may immediately proceed to do so and shall bill the cost
thereof to the responsible person.
7.
System Design - Protecting Water Quality
a. In addition to addressing water quantity
generated by development, a storm water management system shall
also enhance the water quality of storm water runoff.
b. In order to enhance water quality of storm
water runoff, storm water management shall provide for the
control of a water quality design storm. The water quality
design storm shall be defined as the one-year frequency SCD Type
II 24 hour storm or a 1.25 inch two hour rainfall.
c.
The water quality design storm shall be
TECH-25
controlled by best management practices.
not limited to the following:
These include but are
(1) In "dry" detention basins, provisions shall
be made to ensure that the runoff from the water quality design
storm is retained such that not more than 80 percent will be
evacuated prior to 36 hours for all non-residential projects.
The retention time shall be reduced in any case which would
require an outlet size diameter of 3" or less. Therefore, 3"
diameter orifices shall be the minimum allowed.
(2) In permanent ponds or "wet" basins, the
water quality requirements of this ordinance shall be satisfied
where the volume of permanent water is at least three times the
volume of runoff produced by the water quality design storm.
(3) Infiltration practices such as dry wells,
infiltration basins, infiltration trenches, buffer strips, etc.,
may be used to satisfy this requirement providing they produce
zero runoff from the water quality design storm and allow for
complete infiltration within 72 hours.
(4) Other suitable best management practices,
as described in relevant State manuals, shall be consulted.
TECH-26