A.
The purpose of this article is to set forth improvement standards and construction specifications for developments. Where a standard in this article is referenced as a requirement by Article V, Zoning District Regulations, or by Article VI, Conditional Uses, or by Article VII, General Zoning Provisions, then a deviation from the specified standard shall only be permitted when a variance is granted pursuant to N.J.S.A. 40:55D-70. In all other cases, relief may only be authorized as an exception to subdivision or site plan regulations pursuant to N.J.S.A. 40:55D-51.
B.
A subdivision and/or site plan shall conform to standards
that will result in a well-planned community, protect the health and
safety of the residents, and provide a desirable living environment
without unnecessarily adding to development costs. The following improvements
shall be required: streets and circulation, off-street parking, water
supply, sanitary sewers, and stormwater management.
A.
Streets.
(1)
Street opening permit required.
(a)
It shall not be lawful for any person or persons
or corporation or corporations to tear up or excavate any of the streets
or roads or other public places, or any part thereof in the Borough
of Atlantic Highlands, County of Monmouth, for the purpose of laying,
replacing or repairing water, gas or sewer pipes or for any other
reason whatsoever without first obtaining from the Municipal Clerk
a permit thereof, which permit shall be in writing, signed by the
Municipal Clerk, and shall state as nearly as practicable where said
tearing up or excavating is to be done, said permit shall further
contain the stipulation that it is issued upon express understanding
and agreement that the applicant therefor shall replace the surface
of said road or street in as good condition and with the earth or
other road material well packed; and upon the further understanding
that should said applicant fail to replace the surface of said road
or street in as good condition as before with the earth or other road
material well packed, then the Borough shall do said work and charge
said applicant therefor, and said applicant shall pay the same upon
being presented with an itemized account thereof.
(b)
The Borough shall be the sole judge as to whether
said work of replacement is done properly or not and whether the surface
of said road or street is in as good condition as before with the
earth or other road material well packed down, and in the event the
work is not properly done the Borough may do said work without notice
to the applicant.
(c)
(d)
In lieu of said deposit, said applicant, at
his or its option, may give a bond to said Borough in the sum of $500
for one year with surety or sureties, corporate or otherwise, as the
Council shall approve, conditioned for the payment from time to time
of the expenses of repairing or replacing any and all such streets
or roads or public places, or parts thereof, so torn up or excavated
by the applicant upon permits therefor, as aforesaid, forthwith upon
the delivery to the applicant of itemized accounts of such expenses.
(e)
(f)
Whenever any person or persons, or corporation
or corporations, shall have authority under any contract with said
Borough or any officer thereof, or under any permit authorizing same,
to tear up or excavate any of the streets or roads in said Borough,
so as to obstruct and prevent same from being used for the time being
for the purpose of travel, such person or persons, corporation or
corporations, shall place or caused to be placed in conspicuous positions
where such work is being done, at twilight in the evening, suitable
and sufficient lights, and keep them burning through the night, until
a replacement of said road is made, and shall take all necessary precautions
to save the traveling public from any and all danger by reason of
said work, and it is understood that such permit and authority from
the Borough for any of said work shall not relieve said applicant
from any responsibility to any person for any accident that may arise
from said work.
(g)
These regulations shall not apply to any employee
or agent of the Borough of Atlantic Highlands while performing said
work as an agent or employee of said Borough of Atlantic Highlands.
(2)
General.
(a)
The arrangement of streets shall conform to
the Master Plan.
(b)
For streets not shown on the Master Plan or
Official Map, the arrangement shall provide for the appropriate extension
of existing streets.
(c)
Streets shall be arranged so as to discourage
through traffic and provide for maximum privacy.
(d)
All subdivisions and/or site plan applications
shall be designed in order to achieve:
[1]
Conformity with the State Highway Access Management
Code adopted by the Commissioner of Transportation under § 3
of the State Highway Access Management Act, P.L. 1989, c. 32 (N.J.S.A.
27:7-91), with respect to any state highways within the municipality.
[2]
Conformity with any access management code adopted
by the county under N.J.S.A. 27:16-1, with respect to any county roads
within the municipality;
[3]
Conformity with any municipal access management
code adopted under N.J.S.A. 40:67-1, with respect to municipal streets.
(3)
Street hierarchy.
(a)
Streets shall be classified in a street hierarchy
system with design tailored to function.
(b)
The street hierarchy system shall be defined
by road function and traffic. The following classification shall be
utilized in the Borough and each proposed street shall be classified
and designed for its entire length to meet the described standards.
[1]
Collector streets collect traffic from local
streets and channel it into the system of arterial highways. The right-of-way
width for collector streets within the jurisdiction of the Borough
is 60 feet. The right-of-way shall have a cartway width of at least
40 feet to allow for two twelve-foot-wide moving lanes and two eight-foot-wide
parking lanes. In addition, the right-of-way width shall allow for
curb, sidewalk, utility, and shade tree installation.
[2]
Local streets provide frontage for access to
lots and carry traffic having destination or origin on the street
itself. The minimum right-of-way width for local streets is 50 feet.
The right-of-way shall have a cartway width of either 36 feet or 30
feet as recommended by the Borough Engineer. In addition, the right-of-way
width shall allow for curb, sidewalk, utility, and shade tree installation.
Any street not designated as a collector street is a local street.
(4)
Cartway width. The determination as to cartway width
shall also consider possible limitations imposed by sight distances,
climate, terrain, and maintenance needs. The Planning Board may require
increases or decreases in cartway width where appropriate.
(5)
Curbs and gutters.
(a)
Curbing shall be required for drainage purposes,
safety, and delineation and protection of pavement edge.
(c)
Curbing shall be designed to provide a ramp
for bicycle and/or wheel chairs as required.
(d)
Curbing shall be provided along both sides of
subdivision streets, and adjacent to the edge of all aisles, drives
and off-street parking areas.
(6)
(7)
Sidewalks.
(a)
Sidewalks shall be placed in the right-of-way,
parallel to the street within the right-of-way, unless an exception
has been permitted to preserve topographical or natural features,
or to provide visual interest, or unless the applicant shows that
an alternative pedestrian system provides safe and convenient circulation.
In commercial and more intensely developed residential areas, sidewalks
may abut the curb.
(b)
Pedestrian way easements a minimum of 10 feet
wide may be required by the Planning Board through the center of blocks
more than 600 feet long to provide circulation or access to schools,
playgrounds, shopping, or other community facilities. Easements may
also be required to link with or as part of any trail or path system
provided for within the Borough Master Plan.
(c)
Sidewalk width shall be four feet; wider widths
may be necessary near pedestrian generators and employment centers.
Where sidewalks abut the curb and cars overhang the sidewalk, widths
shall be six feet.
(e)
Sidewalks shall be provided on both sides of
all streets and throughout site development for ease of pedestrian
access.
(8)
Bikeways.
(a)
Separate bicycle paths shall be required only
if such paths have been specified as part of a municipality's adopted
Master Plan.
(b)
Bicycle lanes, where required, shall be placed
in the outside lane of a roadway, adjacent to the curb or shoulder.
When on-street parking is permitted, the bicycle lane shall be between
the parking lane and the outer lane of moving vehicles. Lanes shall
be delineated with markings, preferably striping. Raised reflectors
or curbs shall not be used.
(9)
Utility and shade tree areas.
(a)
Utilities and shade trees shall generally be
located within an easement area outside the right-of-way on both sides
of and parallel to the street right-of-way.
(b)
Utility and shade tree areas shall be planted
with grass, ground cover, or treated with other suitable cover material.
(c)
Utility and shade tree easements of at least
10 feet wide on both sides of the street shall be provided.
(10)
Right-of-way.
(a)
The right-of-way shall be measured from lot line to lot line and shall be sufficiently wide to contain the cartway, curbs, shoulders, sidewalks, graded areas, utilities and shade trees. (See Subsection A(2).)
(b)
The right-of-way width of a new street that
is a continuation of an existing street shall in no case be continued
at a width less than the existing street.
(c)
The right-of-way shall reflect future development
as indicated by the Master Plan.
(11)
Street grade and intersections.
(a)
Street grade and intersection design shall be
according to the standards and specifications set forth in this section.
(12)
Pavement.
(a)
Street pavement thickness shall vary by street
hierarchy, subgrade conditions and pavement type as set forth in this
section.
(13)
Lighting.
(b)
Lighting for safety shall be provided at intersections,
along walkways, at entryways, between buildings, and in parking areas.
(c)
Spacing of standards shall be equal to approximately
four times the height of the standard.
(d)
The maximum height of standards shall not exceed
the maximum building height permitted or 25 feet, whichever is less.
(e)
The height and shielding of lighting standards
shall provide proper lighting without hazard to drivers or nuisance
to residents, and the design of lighting standards shall be of a type
appropriate to the development and the municipality.
(f)
Spotlights, if used, shall be placed on standards
pointing toward the buildings and positioned so as not to blind the
residents, rather than on the buildings and directed outward which
creates dark shadows adjacent to the buildings.
(14)
Underground wiring.
(a)
All electric, telephone, television, and other
communication facilities, both main and service lines servicing new
developments, shall be provided by underground wiring within easements
or dedicated public right-of-way, installed in accordance with the
prevailing standards and practices of the utility or other companies
providing such services.
(b)
Lots which abut existing easements or public
rights-of-way where overhead electric or telephone distribution supply
lines and service connections have heretobefore been installed may
be supplied with electric and telephone service from those overhead
lines, but the service connections from the utilities' overhead lines
shall be installed underground. In the case of existing overhead utilities,
should a road widening, or an extension of service, or other such
condition occur as a result of the subdivision and necessitate the
replacement or relocation of such utilities, such replacement or relocation
shall be underground.
(c)
Where overhead lines are permitted as the exception,
the placement and alignment of poles shall be designed to lessen the
visual impact of overhead lines as follows. Alignments and pole locations
shall be carefully routed to avoid locations along horizons; clearing
swaths through treed areas shall be avoided by selective cutting and
a staggered alignment; trees shall be planted in open areas and at
key locations to minimize the view of the poles and the alignments;
and alignments shall follow rear lot lines and other alignments.
(d)
Year-round screening of any utility apparatus
appearing above the surface of the ground, other than utility poles,
shall be required.
(15)
Traffic signs.
(a)
Design and placement of traffic signs shall
follow the requirements specified in the Manual on Uniform Traffic
Control Devices for Streets and Highways, published by the U.S. Department
of Transportation and adopted by the New Jersey Department of Transportation.
(b)
At least two street name signs shall be placed
at each four-way street intersection and one at each "T" intersection.
Signs shall be installed under light standards and free of visual
obstruction. The design of street name signs should be consistent,
of a style appropriate to the community, of a uniform size and color,
and erected in accordance with local standards.
(c)
Site information signs shall follow a design
theme related and complementary to other elements of the overall site
design.
B.
Off-street parking.
(1)
Number of spaces.
(a)
Off-street parking spaces shall be required
in all developments to accommodate residents and visitors.
(b)
For residential developments, off-street parking
shall be provided as set forth in Exhibit 9-1.[8]
[8]
Editor's Note: See § 150-89B(1)(h).
(c)
For nonresidential developments, the parking
standards shown in Exhibit 9-2[9] shall be used as a guideline.
[9]
Editor's Note: See § 150-89B(1)(h).
(d)
Alternative off-street parking standards shall
be accepted only if the applicant demonstrates that these standards
better reflect local conditions.
(e)
The Planning Board may require the use of alternative
standards if it determines that standards of these regulations are
insufficient or a particular development has a unique parking requirement.
The basis for such a determination shall be documented by the Planning
Board in its minutes.
(f)
All required residential parking shall be located
behind the front yard setback line. A garage shall only be counted
as off-street parking where the access driveway is at least 30 feet
long or where the Planning Board agrees to accept such garage space
as meeting requirements.
(g)
Where the total number of off-street parking
spaces required may not be immediately required for a particular use,
a staged development plan may be permitted which requires that only
a portion of the parking area, but not less than 65% of the required
spaces, be completed initially, subject to the following regulations:
[1]
The site plan shall clearly indicate both that
portion of the parking area to be initially paved and the total parking
needed to provide the number of spaces required.
[2]
The site plan shall provide for adequate drainage
of both the partial and total parking areas.
[3]
The portion of the parking area not to be paved initially shall be landscaped in accordance with Article VIII.
[4]
The applicant shall post separate performance guarantees, in addition to the performance guarantees required under Article X, which shall reflect the cost of installing the additional parking facilities necessary to provide the total number of parking spaces required.
[5]
In lieu of a permanent certificate of occupancy,
a temporary certificate of occupancy shall be issued for a period
of two years. Prior to the expiration of the two-year period, the
applicant may either install the additional parking spaces shown on
the site plan and apply for issuance of a permanent certificate of
occupancy or apply to the Planning Board after the use has been in
operation a minimum of 18 months for a determination as to whether
or not the initial parking area provided is adequate. If the Planning
Board determines that the parking facility is adequate as originally
constructed, the performance guarantees shall be released and a permanent
certificate of occupancy issued. If, however, the Planning Board determines
that the partial off-street parking area is not adequate, the applicant
shall be required to install the additional parking facilities in
accordance with the terms of the performance guarantees prior to issuance
of a permanent certificate of occupancy.
[6]
Any change of use on a site for which the Planning
Board may have approved a partial paving of off-street parking areas
to a use which requires more parking spaces than are provided on the
site shall require submission of a new site plan.
(h)
The number of parking spaces required pursuant to Exhibits 9-1 and 9-2 shall include the number of accessible parking spaces as required by § 150-89B(4) of this chapter.
|
Exhibit 9-1
Off-Street Parking Requirements for Residential
Land Uses
| |||
|---|---|---|---|
|
Housing Unit
(type/size)
|
Off-Street Parking Requirement
(number of spaces)
| ||
|
Single-family detached
| |||
|
1 bedroom
|
1.5
| ||
|
2 bedrooms
|
2.0
| ||
|
3 bedrooms
|
2.0
| ||
|
4 bedrooms (or more)
|
3.0
| ||
|
Garden apartment
| |||
|
1 bedroom
|
1.8
| ||
|
2 bedrooms
|
2.0
| ||
|
3 bedrooms
|
2.1
| ||
|
Townhouse
| |||
|
1 bedroom
|
1.8
| ||
|
2 bedrooms
|
2.3
| ||
|
3 bedrooms
|
2.4
| ||
|
Mid-rise
| |||
|
Studio
|
0.8
| ||
|
1 bedroom
|
1.3
| ||
|
2 bedrooms
|
1.9
| ||
|
Senior citizen housing
| |||
|
For each unit
|
0.5
| ||
|
For each 2 units
|
1.0
| ||
|
Exhibit 9-2
Off-Street Parking Requirements1 for Nonresidential
Land Uses
| |||
|---|---|---|---|
|
Nonresidential Land Uses
|
Required Off-Street Parking Spaces Per
Indicated Area
| ||
|
Banks and savings and loan associations
|
1 per 200 square feet GFA plus room for 12 cars
per drive-up window and/or lane
| ||
|
Bar, tavern, or similar
|
1 per 2 seats or 1 per 100 square feet GFA (whichever
is greater)
| ||
|
Community club, private club lodge
|
1 per 100 square feet GFA
| ||
|
Commercial recreation:
| |||
|
Indoor
|
1 per 50 square feet GFA
| ||
|
Outdoor
|
1 per 4 spectators, based on maximum capacity,
and 3 per 10,000 square feet outdoor play area
| ||
|
Dental or medical office
|
1 per 100 square feet GFA.
| ||
|
Industrial, light manufacturing and wholesaling
|
1 per employee per shift
| ||
|
Library
|
1 per 300 square feet GFA
| ||
|
Marina, boat yard, boat sales; meeting rooms,
assembly or public auditorium; motel, hotel, rooming house; motor
vehicle service station; offices2
|
1 per boat slip; 1 per 50 square feet of GFA
or 1 per 4 seats, whichever is greater; 1 per room plus 0.5 per employee;
4 per bay or work area
| ||
|
Business1(4):
| |||
|
Under 10,000 GFA
|
4.5 per 1,000 square feet GFA
| ||
|
Other
|
4.0 per 1,000 square feet GFA
| ||
|
Outdoor sales area
|
1 per 2,000 square feet lot area used for storage
| ||
|
Places of worship
|
1 per 3 seats
| ||
|
Restaurant
|
1 per 3 seats or 1 per 50 square feet GFA, whichever
is greater
| ||
|
Retail store or personal service establishment
|
1 per 200 square feet GFA
| ||
|
Schools:
| |||
|
Elementary
|
1 per teacher and staff
| ||
|
Intermediate
|
1 per teacher and staff
| ||
|
Secondary
|
1 per 3 students
| ||
|
Shopping center3
|
1 per 250 square feet GFA
| ||
|
Studio, art, music, dance, for purpose of giving
instruction
|
1 per 100 square feet GFA
| ||
|
Theater
|
1 per 3 seats
| ||
|
In shopping center
|
1 per 4 seats
| ||
|
Warehouse
|
1 per 5,000 square feet GFA
| ||
|
NOTES:
| |||
|
1
|
In computing the number of required parking
spaces, the following shall apply:
| ||
|
(1)
|
Where fractional spaces result, the required
number shall be construed to be the next highest whole number.
| ||
|
(2)
|
The parking space requirements for a use not
specifically mentioned herein shall be the same as required for a
use of similar nature as determined by the Planning Board.
| ||
|
(3)
|
If there is no use enumerated herein having
sufficient similarity to the use proposed to enable the Planning Board
to establish rational parking requirements, the Planning Board may,
in its discretion, direct the applicant to furnish the Planning Board
with such data as may be necessary to enable the Planning Board to
establish rational parking requirements.
| ||
|
(4)
|
Where there is a mixed use, the number of spaces
shall equal the sum of those spaces required for each use when calculated
separately.
| ||
|
2
|
A building of mixed office uses may include
a maximum of 1/3 medical or dental floor area. If medical or dental
uses exceed 1/3 of the gross floor area, their parking requirement
shall be computed separately.
| ||
|
3
|
If more than 25% of the total floor area is
occupied by a nonretail use which has off-street parking requirements
greater than those required for a shopping center, then off-street
parking for the center shall be the same as the required minimum for
the nonretail use plus the required minimum for the balance of the
shopping center floor area.
| ||
(2)
Size of spaces. Each off-street parking space shall
measure at least nine feet in width by 18 feet in length. Parking
spaces for the physically handicapped shall be 12 feet wide and 20
feet long. Striping of handicapped spaces shall conform to the detail
provided in Exhibit 9-3.
|
Exhibit 9-3
Handicapped Parking and Sign Detail
 |
(3)
Parking areas.
(a)
Off-street parking areas shall be oriented to
and within a reasonable walking distance of the buildings they are
designed to serve. This distance shall be a maximum of 700 feet for
employee parking; 400 feet for shoppers; 250 feet for residents; and
300 feet for guests.
(b)
Access to parking lots 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 90°.
It may be necessary to adjust aisle width and/or space length to provide
minimum parking bay width. Parking angles less than 45° are not
encouraged.
|
Double Minimum Parking Bay Width
(feet)
| ||||
|---|---|---|---|---|
|
Parking Angle
(degrees)
|
Normal
|
Long Term
|
Minimum Aisle Width
(feet)
| |
|
30
|
48
|
46
|
12
| |
|
45
|
50
|
48
|
13
| |
|
60
|
55
|
53
|
18
| |
|
90
|
62
|
60
|
24
| |
(d)
Where sidewalks occur in parking areas, parked
vehicles shall not overhang or extend over the sidewalk unless an
additional two feet of sidewalk width are provided in order to accommodate
such overhang.
(e)
Parking areas shall be suitably landscaped to
minimize noise, glare and other nuisance characteristics as well as
to enhance the environment and ecology of the site and surrounding
area. Parking lots containing more than 100 spaces shall be broken
down into sections of smaller lots of 50 spaces separated from other
sections by landscaped dividing strips, berms, and similar elements.
(f)
For all multiple dwellings and nonresidential
uses, the perimeter of all parking areas, internal islands, and planting
areas shall have continuous cast-in-place concrete curbing in accordance
with the construction specifications.[10] All parking areas, aisles, and accessways for multiple
dwellings and nonresidential uses shall be surfaced with a properly
designed all-weather pavement in accordance with the construction
specifications.
(4)
Handicapped parking spaces.
(a)
In accordance with N.J.A.C. 5:23-7 et seq.,
every parking lot or parking garage shall have at least the number
of accessible parking spaces for the handicapped as set forth below:
|
Accessible Parking Spaces
| ||
|---|---|---|
|
Total Parking In Lot
|
Required Number of Accessible Spaces
| |
|
Up to 50
|
1
| |
|
51 to 200
|
2
| |
|
Over 200
|
2 plus 1% of the number of spaces over 200 rounded to the next
higher whole number
| |
|
Parking facility serving long-term care facility
|
2% of the spaces but not less than 2
| |
(b)
Typical arrangements of handicapped spaces is
shown in Exhibit 9-3.[11] Other arrangements are possible which will conform to
handicapped parking standards and good design goals.
[11]
Editor's Note: See § 150-89B(2).
(5)
Location of parking.
(a)
Parking is only permitted in parking areas and
drives intended for that purpose. Parking is not permitted in lawns
or other unimproved areas.
(b)
Required parking shall be in parking areas shown
on an approved site plan.
(c)
Parking areas shall not be located in any required
front yard.
(d)
Required parking for nonresidential users may
be located in garages provided there is a driveway at least 30 feet
long to each garage. If the drive is less than 30 feet long, the garage
shall be counted as 0.5 of a space.
(e)
Off-street parking space to be provided as specified
in Exhibits 9-1 and 9-2[12] shall be provided with necessary passageways and driveways. All such space shall be deemed to be required space on the lot on which the principal use is situated, except as modified in Subsection B(5)(f) below, and shall not thereafter be encroached upon or reduced in any manner. Such parking areas shall be surfaced with a dustless, durable, all-weather pavement, clearly marked for car spaces, except when provided in connection with one-family or two-family uses, and shall be adequately drained, subject to the approval of the Borough Engineer.
[12]
Editor's Note: See § 150-89B(1)(h).
(f)
The collective provision of off-street parking
facilities by two or more buildings or uses in any zone is permitted
provided the total of such off-street parking facilities shall not
be less than the sum of the requirement for the various individual
uses computed separately in accordance with the standards contained
in this chapter, and further provided that the land is owned by one
or more of the collective users.
(g)
Parking areas and driveways thereto required
for multifamily dwellings, commercial or industrial uses shall be
adequately illuminated during operating hours which occur after sunset.
Any adjacent residential zones shall be adequately shielded from the
glare of said illumination and that of automobile headlights.
(h)
No parking area for a use in the LI, MR or HB
Zone may be located in any other zone. However, parking areas for
the CBD, HBD, and WB Zones may be located in any zone other than a
single-family district, provided that said area is within 100 feet
of the CBD, HBD, or WB Zone.
(i)
In the HBD or CBD Zones, the off-street parking
requirement may be satisfied in whole or in part by evidence that
the required amount of parking has been or will be provided in public
parking lots available for use of the general public. Such parking
space, for commercial purposes, shall be located within 300 feet walking
distance of the principal use as measured from the geometric center
of the parking facility located on Railroad Avenue, but in no case
shall the parking areas be on the opposite side of State Highway 36
from the principal use. The public parking lots shall not be used
for any such calculation for needed residential parking requirements.
[Amended 11-10-2004 by Ord. No. 16-2004; 5-26-2010 by Ord. No.
11-2010; 6-27-2018 by Ord. No. 07-2018]
(j)
Parking for uses in the HBD Zone shall be provided
by public parking or private parking lots located outside the HBD
Zone District. No site plan approval in the HBD District shall be
granted unless adequate parking capacity outside the district is demonstrated.
C.
Required loading spaces.
(1)
Off-street commercial and industrial loading areas
shall be provided so as to permit the transfer of goods in other than
a public right-of-way. A loading unit is hereby defined as a space
12 feet in width, 30 feet in length and 14 feet in height, and the
number of such spaces to be provided for each commercial or industrial
use shall be as follows:
|
Square Feet of Total Floor Area
|
Number of Spaces
| |
|---|---|---|
|
5,000 to 10,000
|
1
| |
|
10,000 to 25,000
|
2
| |
|
25,000 to 40,000
|
3
| |
|
40,000 to 60,000
|
4
| |
|
For each additional 50,000
|
1 additional space or fraction thereof
|
(2)
Access to truck standing, loading and unloading areas
may be provided directly from a public street or alley or from any
right-of-way that will not interfere with public convenience and will
permit orderly and safe movement of truck vehicles.
(3)
Unless otherwise permitted, fire zones shall not be
used as standing, loading or unloading areas.
(4)
Loading areas, as required under this section, shall
be provided in addition to off-street parking spaces and shall not
be considered as supplying off-street parking spaces.
(5)
Off-street loading and unloading areas shall conform,
as applicable, to all design and locational standards set forth for
off-street parking.
D.
Access.
(1)
No driveway shall be less than 12 feet in width, and
no two-way driveway shall be less than 24 feet in width.
(2)
All driveways into commercial properties or into parking
lots in any commercial zone shall, if more than 25 feet in paved width,
be divided by a physical barrier.
(3)
No driveway shall exceed 30 feet in width.
(4)
Insofar as possible, driveway and interior accessways
for service or industrial trucking shall be separated from accessways
to public, customer, or employee parking areas.
(5)
No commercial, industrial or public parking lot driveway
shall be located within 50 feet of any intersection.
E.
Water supply system and quality.
(1)
Water supply system.
(a)
All installations shall be properly connected
with the Borough water system prior to the issuance of a certificate
of occupancy.
(b)
The water supply system shall be adequate to
handle the necessary flow based on complete development.
(c)
Fire protection facilities shall be furnished
for all developments.
(d)
Minimum fire flows shall be based on recommendations
by the American Insurance Association and the National Board of Fire
Underwriters, as indicated in Exhibits 9-4 and 9-5.
(e)
The water system shall be designed to carry
peak-hour flows and be capable of delivering the peak hourly demands
indicated in Exhibit 9-5.
(f)
For developments of one and two-family dwellings,
not exceeding two stories in height, the short method indicated in
Exhibit 9-6 may be used.
|
Exhibit 9-4
Fire Flows
| |||
|---|---|---|---|
|
Population
|
Flow GPM*
|
Duration of Flow
(hours)
| |
|
Under 100
|
500
|
4
| |
|
1,000
|
1,000
|
4
| |
|
1,500
|
1,250
|
5
| |
|
2,000
|
1,500
|
6
| |
|
3,000
|
1,750
|
7
| |
|
4,000
|
2,000
|
8
| |
|
5,000
|
2,250
|
9
| |
|
6,000
|
2,500
|
10
| |
|
10,000
|
3,000
|
10
| |
|
NOTE:
| ||
|---|---|---|
|
*
|
GPM = gallons per minute.
| |
|
Exhibit 9-5
Design Standards for Peak-Hour Flow
| ||
|---|---|---|
|
Total Houses Served
|
Peak Hourly Rates
(GPM per house)
| |
|
5
|
8.0
| |
|
10
|
5.0
| |
|
50
|
3.0
| |
|
100
|
2.0
| |
|
250
|
1.3
| |
|
500
|
0.8
| |
|
750
|
0.7
| |
|
1,000 or more
|
0.6
| |
|
Exhibit 9-6
Short Method for Calculating Fire Flows
| ||
|---|---|---|
|
Distance Between Buildings*
(feet)
|
Required Fire Flow
(gallons per minute)
| |
|
Over 100
|
500
| |
|
31 to 100
|
750 to 1,000
| |
|
11 to 30
|
1,000 to 1,500
| |
|
10 or less
|
1,500 to 2,000
| |
|
NOTE:
| ||
|---|---|---|
|
*
|
For contiguous buildings (attached dwelling
units of two or more, two-family units and/or multifamily units),
a minimum of 2,500 GPM may be used.
| |
(3)
Fire hydrants.
(a)
Hydrants shall be spaced to provide necessary
fire flow, and the average area per hydrant typically should not exceed
120,000 square feet. In addition, hydrants shall be spaced so that
each residence shall be within 500 feet of a hydrant.
(b)
A hydrant shall be located at all low points
and at all high points with adequate means of drainage provided.
(c)
Hydrants shall be located at the ends of lines,
and valves of full-line size shall be provided after hydrant tees
at the ends of all dead lines and lines which maybe extended in the
future.
(d)
Size, type, and installation of hydrants shall
conform to the specifications as set forth in the construction specifications
or to the requirements of the Atlantic Highlands Water Department.
(4)
Water quality.
(a)
All subdivision and/or site plan applications
must provide for the protection of potable water supply reservoirs
from pollution or other degradation of water quality resulting from
the development or other uses of surrounding land areas. All provisions
related to water quality shall be in accordance with any siting, performance,
or other standard or guidelines adopted therefor by the Department
of Environmental Protection.
F.
Sanitary sewers.
(1)
Sanitary sewer system.
(a)
All installations shall be properly connected
with an approved and functioning sanitary sewer system prior to the
issuance of a certificate of occupancy.
(b)
Subdivisions shall be connected to an existing
sanitary sewer system if public service is available within the following
distances: 200 feet for one-unit, 400 feet for two-unit, 600 feet
for three-unit, 800 feet for four-unit, and 1,000 feet for five-unit
to fifteen-unit developments. For developments of greater than 15
units which are within one mile from an existing public sanitary sewer
system, adequate justification should be provided as to why they should
not provide a connection to the existing sanitary sewer system. For
developments of greater than 15 units which are more than one mile
from an existing system, the sanitary sewer strategy shall be determined
on a case-by-case basis, taking into consideration the density of
development, and economic considerations.
(c)
If a public system is not in place or cannot
be extended, the developer may provide individual subsurface disposal
systems subject to applicable Board of Health and NJDEP regulations.
(d)
If a public sanitary sewer system will be provided
to the area as indicated in the municipal sewer master plan, Official
Map, or other official document, a municipality may require installation
of a capped system (mains, only) within the road right-of-way; or
alternatively a municipality may require a payment in lieu of the
improvement. Capped sanitary sewers shall be allowed only in areas
indicated for sewer service in the State of New Jersey Statewide Water
Quality Management (WQM) Plans and where permitted by the NJDEP through
sewer connection approval.
(2)
System planning, design and placement.
(a)
The planning, design, construction, installation,
modification, and operation of any treatment works shall be in accordance
with the applicable NJDEP regulations implementing the New Jersey
Water Pollution Control Act (N.J.S.A. 58:1Oa-1 et seq.) and the New
Jersey Water Quality Planning Act (N.J.S.A. 58:11A-1 et seq.).
(b)
All sanitary sewers, including outfalls, 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.
(c)
Average daily residential sewer flow shall be
calculated as shown in Exhibit 9-7.
(d)
System design and placement shall comply with
the specifications set forth in the construction specifications[14] and with the rules, regulations and requirements of the
Borough or, where applicable, the Atlantic Highlands/Highlands Sewer
Authority.
|
Exhibit 9-7
Average Daily Residential Sewer Flow
| ||||
|---|---|---|---|---|
|
Type of Establishment
|
Measurement Unit
|
Gallons Per Day
| ||
|
Single-family dwelling
|
Unit
|
300
| ||
|
Apartment/condominium/ townhouse
|
1 bedroom
|
150
| ||
|
2 bedroom
|
225
| |||
|
3 bedroom
|
300
| |||
|
Transit Dwelling Units
| ||||
|
Hotels
|
Bedroom
|
75
| ||
|
Lodging houses
|
Bedroom
|
60
| ||
|
Motels
|
Bedroom
|
60
| ||
|
Boardinghouses
|
Boarder
|
50
| ||
|
Camps
| ||||
|
Taller camps (private bath)
|
Person
|
75
| ||
|
Trainer camp (central bath)
|
Person
|
50
| ||
|
Luxury camps (private bath)
|
Person
|
75
| ||
|
Childrens' camps (central bath)
|
Person
|
50
| ||
|
Labor camps
|
Person
|
40
| ||
|
Day camps - no meals
|
Person
|
15
| ||
|
Restaurants
| ||||
|
Average type
|
Patron
|
15
| ||
|
Bar and cocktail lounges
|
Patron
|
5
| ||
|
Short-order or drive-in service
|
Patron
|
5
| ||
|
Clubhouses
| ||||
|
Residential type
|
Person
|
75
| ||
|
Nonresidential (serving meals)
|
Person
|
35
| ||
|
Institutions
| ||||
|
Hospitals
|
Person
|
200
| ||
|
Other
|
Person
|
125
| ||
|
Schools
| ||||
|
Elementary (no shower or cafeteria)
|
Person
|
10
| ||
|
With cafeteria
|
Person
|
15
| ||
|
With cafeteria and showers
|
Person
|
20
| ||
|
With cafeteria, showers and laboratories
|
Person
|
25
| ||
|
Boarding
|
Person
|
75
| ||
|
Automobile Service Stations
| ||||
|
No car washing
|
Car served
|
5
| ||
|
Car washing
|
Car washed
|
75
| ||
|
Miscellaneous
| ||||
|
Retail and office buildings
|
Square feet
|
0.125
| ||
|
Factories (8-hour shift)
|
Person
|
25
| ||
|
Warehouse
|
Person
|
25
| ||
|
Self-service laundries
|
Wash
|
50
| ||
|
Bowling alleys
|
Alley
|
200
| ||
|
Swimming pool and beaches
|
Person
|
15
| ||
|
Picnic parks (with flush toilets)
|
Person
|
10
| ||
|
Fairgrounds (based upon average attendance)
|
Person
|
5
| ||
|
Assembly halls
|
Seat
|
5
| ||
|
Airports (based on passenger use)
|
Passenger
|
3
| ||
|
Churches
|
Seat
|
5
| ||
|
Theater (indoor)
|
Seat/car
|
5
| ||
G.
Stormwater management.
(1)
Purpose.
(a)
It is hereby determined that the waterways within
the Borough Atlantic Highlands are at times subjected to flooding;
that such flooding is a danger to the lives and property of the public;
that such flooding is also a danger to the natural resources of the
Borough of Atlantic Highlands, the county and the state; that development
tends to accentuate flooding by increasing stormwater runoff, due
to alteration of the hydrologic response of the watershed in changing
from the undeveloped to the developed condition; that such increased
flooding produced by the development of real property contributes
increased quantities of waterborne pollutants, and tends to increase
channel erosion; that such increased flooding, increased erosion,
and increased pollution constitutes deterioration of the water resources
of the Borough of Atlantic Highlands, the county and the state; and
that such increased flooding, increased erosion and increased pollution
can be controlled to some extent by the regulation of stormwater runoff
from such development. It is therefore determined that it is in the
public interest to regulate the development of real property and to
establish standards to regulate the additional discharge of stormwater
runoff from such developments as provided in these regulations.
(b)
The stormwater management plans submitted shall
demonstrate careful consideration of the general and specific concerns,
values and standards of the municipal Master Plan and applicable county,
regional and state storm drainage control program, any county mosquito
commission control standards, and shall be based on environmentally
sound site planning, engineering and architectural techniques.
(c)
Development shall use the best available technology
to minimize off-site stormwater runoff, increase on-site infiltration,
simulate natural drainage systems, and minimize off-site discharge
of pollutants to ground and surface water and encourage natural filtration
functions. Best available technology may include measures such as
retention basins, recharge trenches, porous paving and piping, contour
terraces and swales.
(2)
System strategy and design.
(b)
For all major subdivisions and all major site
plans outside the tidal influence of Sandy Hook Bay resulting in more
than 10,000 square feet of impervious surface, the total stormwater
runoff from the site after development will be limited to not more
than 120% of the rate of runoff prior to development. The Planning
Board may require the use of reasonable methods of detention and/or
recharge on site if it determines that natural provisions and/or downstream
conditions are insufficient to handle additional runoff. The Planning
Board may waive the provisions of this section if it determines that
the nature of the development, the character of adjacent developed
areas, or other factors make the utilization of natural drainage features
or runoff limiting devices inadvisable or impractical.
(3)
Detention — when required.
(a)
Detention will be provided for all major subdivisions
and all major site plans resulting in more than 10,000 square feet
of impervious surface 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.
Where there is a question as to a specific requirement,
the Standard Specifications of NJDOT Road and Bridge Construction
shall apply.
A.
Curbs.
(1)
The standard curb section used shall be 20 feet in
length. All concrete used for curbs shall be prepared in accordance
with the requirements by class concrete of the New Jersey Department
of Transportation, Standard Specifications for Road and Bridge Construction
(latest edition). The twenty-eight-day compressive strength of the
concrete used shall be not less than the following:
|
Type of Concrete
|
Average Strength
(pounds per square inch)
| |
|---|---|---|
|
Class P
|
6,500
| |
|
Class A
|
5,500
| |
|
Class B, B-1
|
5,000
| |
|
Class C, C-1
|
4,500
|
(2)
Curbs and/or combination curbs and gutters shall
be constructed of Class B concrete, air-entrained (5,000 psi).
(3)
Where drainage inlets are constructed, but curbs are
not required, curbing must be provided at least 10 feet on each side
of the inlet, set back one foot from the extension of the pavement
edge.
(4)
Open joints shall be provided every 10 feet. One-half-inch
bituminous expansion joints shall be provided every 20 feet.
B.
Sidewalks and bikeways.
(1)
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 psi. Other
paving materials may be permitted depending on the design of the development.
(c)
Graded areas shall be planted with grass or
treated with other suitable ground cover and their width shall correspond
to that of sidewalks.
(2)
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 eight-foot
paved width should be provided for two-way bicycle traffic and a five-foot
width for one-way traffic.
(b)
Bicycle lanes. Lanes shall be four feet wide,
or wide enough to allow safe passage of bicycles and motorists.
(c)
Bicycle-safe drainage grates shall be used in
the construction of all residential streets.
C.
Street grade, intersections, pavement, and lighting.
(1)
Street grade.
(a)
Minimum street grade permitted for all streets
shall be 0.5%; but streets constructed at this grade shall be closely
monitored and strict attention paid to construction techniques to
avoid ponding. Where topographical conditions permit, a minimum grade
of 0.75% shall be used.
(b)
Maximum street grade shall be 8%.
(2)
Intersections.
(a)
Minimum intersection angle. Street intersections
shall be as nearly at right angles as possible and in no case shall
be less than 75°.
(b)
Minimum center-line 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. Use of "T" intersections in subdivisions shall be encouraged.
To avoid corner-cutting when inadequate offsets exist between adjacent
intersections, offsets shall be at least between 175 feet to 200 feet
between center lines.
(c)
Minimum curb radius. Intersections shall be
rounded at the curbline, with the street having the highest radius
requirement as shown in Exhibit 9-8, determining the minimum standard
for all curblines.
|
Exhibit 9-8
Intersection Standards
| |||
|---|---|---|---|
|
Intersection Standards
|
Local Street
|
Collector Street
| |
|
Maximum grade within 50 feet of intersection
|
5%
|
3%
| |
|
Minimum center-line radius
|
150 feet
|
300 feet
| |
|
Minimum tangent length between reverse curves
|
100 feet
|
150 feet
| |
|
Curb radii
|
25 feet
|
35 feet
| |
(d)
Grade. Intersections shall be designed with
a flat grade wherever practical. Maximum grade within intersections
shall be 5%, except for collectors which shall be 3%.
(e)
Minimum center-line radius; minimum tangent
length between reverse curves; and curb radii. Requirements shall
be as shown in Exhibit 9-8.
(f)
Sight triangles. Sight triangle easements shall
be 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 30 inches in height that 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 9-9 between the connecting points and the intersection
of the right-of-way lines shall be required.
|
Exhibit 9-9
Sight Triangles
 |
(3)
Pavement.
(a)
Pavement design for local and collector streets
and parking areas shall adhere to the following specifications for
their full paved area as shown on Exhibit 9-10.
|
Exhibit 9-10
Pavement Specifications
| |||
|---|---|---|---|
|
Local Streets
| |||
|
Bituminous concrete surface course, Mix I-5
|
1 1/2" thick
| ||
|
Bituminous stabilized base course, Mix I-2
|
3 1/2" thick
| ||
|
Prime coat on gravel base
| |||
|
Gravel base course, soil aggregate, gradation
designation I-5
|
6" thick1,2,3
| ||
|
If required add:4 subbase, soil aggregate, gradation designation I-2 or I-3
|
6" thick
| ||
|
Collector Streets
| |||
|
Bituminous concrete surface course, Mix I-5
|
1 1/2" thick
| ||
|
Bituminous stabilized base course, Mix I-2 (laid
in two courses)
|
4 1/2" thick
| ||
|
Prime coat on gravel base
| |||
|
Gravel base course, soil aggregate, gradation
designation I-5
|
8" thick1,2,3
| ||
|
If required add:4 subbase, soil aggregate, gradation designation I-2 or I-3
|
8" thick
| ||
|
Parking Areas and Aisles5
| |||
|
Bituminous concrete surface course, Mix I-5
|
1 1/2" thick
| ||
|
Bituminous stabilized base course, Mix I-2
|
2" thick
| ||
|
Gravel base course, soil aggregate, gradation
designation I-5
|
4 1/2" thick1,2
| ||
|
NOTES:
| ||
|---|---|---|
|
1
|
Bituminous stabilized base course may be substituted
for gravel base course on a one-inch-to-three-inch ratio.
| |
|
2
|
If subgrade is approved as adequate by the Engineer,
gravel base course may be completely eliminated and bituminous stabilized
base course may be substituted on one-inch-to-three-inch ratio.
| |
|
3
|
Gravel base course may be reduced to three inches
minimum if subbase is provided.
| |
|
4
|
Subbase may be required depending on subgrade
soils, groundwater elevations and other variables.
| |
|
5
|
Portions of parking areas and aisles likely
to be subjected to significant heavy truck traffic shall meet the
standards for local streets.
| |
(4)
Lighting. Lighting shall be designed in accordance
with a plan designed by the utility company; or the standards recommended
in the IES Lighting Handbook, shown in Exhibit 9-11, shall be used
as a guideline.
|
Exhibit 9-11
Illumination Guidelines
| |
|---|---|
|
A.
|
Street illumination.
|
|
Area Classification
| ||||||
|---|---|---|---|---|---|---|
|
Commercial
|
Intermediate
|
Residential
| ||||
|
Street Hierarchy
|
Lux
|
Footcandles
|
Lux
|
Footcandles
|
Lux
|
Footcandles
|
|
Collector
|
13
|
1.2
|
10
|
0.9
|
6
|
0.6
|
|
Local
|
6
|
0.6
|
4
|
0.4
|
4
|
0.4
|
|
B.
|
Parking illumination (open parking facilities).
|
|
Illumination Objective
| ||||||
|---|---|---|---|---|---|---|
|
Vehicular Traffic
|
Pedestrian Safety
|
Pedestrian Security
| ||||
|
Level of Activity
|
Lux
|
Footcandles
|
Lux
|
Footcandles
|
Lux
|
Footcandles
|
|
Low activity
|
5
|
0.5
|
2
|
0.2
|
9
|
0.8
|
|
Medium activity
|
11
|
1
|
6
|
0.6
|
22
|
2
|
|
High activity
|
22
|
2
|
10
|
0.9
|
43
|
4
|
|
C.
|
Pedestrianway illumination.
|
|
Minimum Average Level
|
Average Levels for Special Pedestrian
Security
| ||||||
|---|---|---|---|---|---|---|---|
|
Mounting Heights 3 to 5 meters
(9 to 15 feet)
|
Mounting Heights 5 to 10 meters
(15 to 30 feet)
| ||||||
|
Walkways and Bikeway Classification
|
Lux
|
Footcandles
|
Lux
|
Footcandles
|
Lux
|
Footcandles
| |
|
Sidewalks (roadside) and Type A bikeways
| |||||||
|
Commercial areas
|
10
|
0.9
|
22
|
2.0
|
43
|
4.0
| |
|
Intermediate areas
|
6
|
0.6
|
11
|
1.0
|
22
|
2.0
| |
|
Residential areas
|
2
|
0.2
|
4
|
0.4
|
9
|
0.8
| |
|
Walkways distant from roadways and
Type B bikeways
| |||||||
|
Park walkways and bikeways
|
5
|
0.5
|
6
|
0.6
|
11
|
1.0
| |
|
Pedestrian tunnels
|
43
|
4.0
|
54
|
5.0
|
—
|
—
| |
|
Pedestrian overpasses
|
3
|
0.3
|
4
|
0.4
|
—
|
—
| |
|
Pedestrian stairways
|
6
|
0.6
|
9
|
0.8
|
—
|
—
| |
|
IES Lighting Handbook definitions:
| |||
|
1.
|
Area classification:
| ||
|
1.
|
Commercial. That portion of a municipality in
a business development where ordinarily there are large numbers of
pedestrians during business hours.
| ||
|
2.
|
Intermediate. That portion of a municipality
often characterized by a moderately heavy nighttime pedestrian activity
such as in blocks having libraries, community recreation centers,
large apartment buildings or neighborhood retail stores.
| ||
|
3.
|
Residential. A residential development, or a
mixture of residential and commercial establishments, characterized
by a few pedestrians at night. This definition includes areas with
single-family homes, townhouses and/or small apartment buildings.
| ||
|
2.
|
Activity level:
| ||
|
High activity. Major-league athletic events,
cultural or civic events, and major regional shopping centers.
| |||
|
Medium activity. Fast-food facilities, area
shopping centers, hospital parking areas, transportation parking (airports,
etc.), cultural, civic or recreational events, and residential complex
parking.
| |||
|
Low activity. Local merchant parking, industrial
employee parking, educational facility parking.
| |||
|
3.
|
Bikeway classification:
| ||
|
1.
|
Type A bikeway — a strip within or adjacent
to a public roadway or shoulder, used for bicycle travel.
| ||
|
2.
|
Type B bikeway — an improved strip identified
for public bicycle travel and located away from a roadway or its adjacent
sidewalk system.
| ||
D.
Water supply: system design and placement.
(1)
System design and placement shall comply with all
applicable Borough of Atlantic Highlands, NJDEP, and AWWA standards
with the strictest standards governing.
(2)
Fire hydrants.
(a)
Size, type, and installation of hydrants shall
be in accordance with local practice, or shall conform to the American
Water Works Association standard for dry barrel fire hydrants (AWWA
C-502). Hydrants shall have at least three outlets; one outlet shall
be a pumper outlet and other outlets shall be at least two-and-one-half-inch
nominal size. Street main connections should be not less than six
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 to the color-code
system as shown in Exhibit 9-12.
|
Exhibit 9-12
Color Code System for Fire Hydrants
| ||
|---|---|---|
|
Class A
|
1,000 gpm or greater and water mains of 10 inches
and greater: green caps and bonnets
| |
|
Class B
|
500 gpm or greater but less than 1,000 gpm and
water mains of at least eight inches but less than 10 inches: orange
caps and bonnets
| |
|
Class C
|
500 gpm or less and water mains of at least
six inches but less than eight inches: red caps and bonnets
| |
|
Barrels
|
All fire hydrants shall be chrome yellow or
equivalent, and all yellow paint shall be of "traffic yellow."
| |
E.
Sanitary sewers: system design and placement.
(1)
Plans for sanitary systems shall reflect New Jersey
state regulations and guidelines which implement the New Jersey Water
Pollution Control Act (N.J.S.A. 58:10A-1 et seq.) and the New Jersey
Water Quality Planning Act (N.J.S.A. 58:11A-1 et seq.).
(2)
The most desirable location for sanitary sewer mains
shall be within the municipal right-of-way at or near the center line
of the paved cartway. The minimum size shall be eight inches diameter.
(3)
Curved sewers shall be approved by the Engineer only
under special conditions. The minimum diameter shall be eight inches;
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.
(4)
Easements, which shall be in a form approved by the
Municipal 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.)
(5)
Minimum slope.
(a)
All sewers shall be designed to meet NJDEP slope
standards as shown in Exhibit 9-13.
|
Exhibit 9-13
Minimum Slopes for Sewer Size by Pipe
Diameter
| ||
|---|---|---|
|
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
| |
(b)
All sewers shall be designed to flow with a
minimum velocity of two feet per second and a maximum velocity of
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 feet
per second.
(6)
Pipe materials.
(a)
The applicant shall submit details of the planned
pipes, joints, fittings, etc., for approval. All materials used for
sanitary sewer systems shall be manufactured in the United States,
wherever available, as governed by Chapter 107, Laws 1982, of the
State of New Jersey, effective date: October 3, 1982. 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, polyvinyl chloride
(PVC), or acrylonitrile-butadiene-styrene (ABS) plastic pipe. Reinforced
concrete pipe shall be used only in sizes 24 inches and larger. The
type of pipe selected shall be suitable for any manual design or installation
conditions. Other pipe types may be required if compatibility with
the existing system is an important consideration. The applicant shall
obtain the Engineer's approval of the type of pipe to be used.
(c)
Inverted siphons, force mains, and outfalls
shall be constructed of ductile iron pipe unless otherwise permitted
by the municipality. Inverted siphons shall consist of two pipes with
provisions for flushing. Flow control gates shall be provided in the
chambers.
(d)
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.
(e)
Reinforced concrete pipe shall meet all the
requirements of ASTM Specification C-76. All pipe should be Class
IV strength except where stronger pipe is required.
[1]
For depths less than three 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 9-14 shall
be maximum for the pipe classes noted, installed when site conditions
allow with Class C, ordinary bedding.
|
Exhibit 9-14
Maximum Trench Depth
Pipe Class Requirements for Reinforced
Concrete Pipe
| |||
|---|---|---|---|
|
Pipe Diamete
(inches)
|
Maximum Widths of Trench at Top
of Pipe
|
Depth-Feet
(pipe class)
| |
|
IV
|
V
| ||
|
12 and smaller
|
3'-0"
|
6.5
|
18.0
|
|
15
|
3'-8"
|
6.0
|
14.0
|
|
18
|
4'-0"
|
7.0
|
16:0
|
|
21
|
4'-3"
|
8.5
|
17.5
|
|
24
|
4'-6"
|
9.0
|
20.0
|
|
30
|
5'-0"
|
10.5
|
22.5
|
|
36
|
5'-8"
|
11.0
|
22.0
|
[3]
The existence of clay soils and other unusual
loading conditions should be given special consideration.
[4]
All concrete sewer pipes will utilize rubber
O-ring joints suitable for sewer service and conforming to ASTM C-443
and ASTM C-361.
(f)
Polyvinyl chloride sewer pipe (PVC) shall have
bell and spigot ends and O-Ring rubber-gasketed joints. PVC pipe and
fittings shall conform to ASTM D-3034, with a minimum wall thickness
designation of SDR 35. Thicker walls will be provided if directed
by the Engineer.
[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 I, 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 shall conform to ASTM D-3212. Rubber
ring gaskets shall conform to ASTM F-477. The gasket shall be the
sole element depended upon to make the joint watertight.
[4]
The pipe shall be installed as specified in
ASTM D-2321, latest revision. In no case shall less than a Class III
material be used for bedding and haunching material unless approved
in writing by the Engineer. Particular attention shall be given to
the special requirements for installing pipe in unstable soil or excessive
groundwater. 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, or acrylonitrile-butadiene-styrene
(ABS). All joints shall have flexible elastomeric seals.
(g)
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 lined with cement in accordance with AWWA C104.
Ductile iron pipe shall be installed with Class C, ordinary bedding,
when site conditions allow.
(h)
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.
(7)
Pipe bedding.
(a)
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 American Society of Civil Engineers and the Water Pollution
Control Federation, New York, 1969.
(8)
Manholes.
(a)
Manholes shall be provided at ends of sewer
lines, at intersections, and at changes of grade or alignment.
(b)
Spacing intervals between manholes shall not
exceed 400 feet for eighteen-inch pipe or less or 500 feet for larger
pipe sizes.
(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, exterior drop pipes shall be provided.
(d)
Manholes can be precast concrete 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. All manholes
shall be set on twelve-inch-thick Class I stone bedding.
(e)
If precast manhole barrels and cones are used,
they shall conform to ASTM Specification C-478, with round rubber-gasketed
joints, conforming to ASTM Specification C-923. Maximum absorption
shall be 9% in accordance with ASTM Specification C-478, Method A.
The entire outside surface of the manhole shall be coated with a bituminous
waterproofing material acceptable to the Municipal Engineer. Cracked
manholes shall not be used. The top riser section of precast manholes
shall terminate less than one 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. All manhole covers in unpaved rights-of-way
or in remote areas shall be provided with a locking device. In order
to allow the municipality to plan better for system management, the
name of the municipality, and the word "SEWER" shall be cast integrally
in the cover. Manhole frames and grates shall be Campbell Foundry
Pattern No. 1203B or approved equal.
(g)
Watertight and low-profile frames and covers
shall be utilized where applicable and should conform to the applicable
ASTM specifications.
(h)
Manholes shall be supplied with suitable adapters
(inserts or gaskets) for the various pipe materials used.
(9)
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 4"
| |
|
ABS plastic pipe, SDR 35
|
(b)
Unless connection is made to an existing sewer
main utilizing a saddle, wye 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 municipal jurisdiction. This inspection
cleanout or observation tee shall be fitted with a metallic cap (brass)
placed two 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 foot beyond the property line in the municipal
right-of-way.
(d)
Connections beyond the cleanout are under the
jurisdiction of the Borough through the Sanitary Sewer Department,
the Construction Official and/or the Plumbing Subcode Official and
the pipe size and specifications shall meet their regulations and
requirements.
F.
Stormwater management: system demand, strategy, and
design.
(1)
Stormwater management: system demand.
(a)
Watershed stormwater management requires the
determination of two runoff parameters: runoff peak rates of discharge
and runoff volume. Both parameters shall be used in the comparison
of predevelopment and postdevelopment conditions.
(b)
Peak rate of discharge calculations shall be
used to determine the configurations and sizes of pipes, channels,
and other routing or 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 for areas of up to 1/2 of a square mile 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 (inch/hour), occurring at the time of concentration t, (minutes)
tc = the time of concentration in minutes (minimum).
| ||
|
A
|
=
|
The size of the drainage area.
| ||
[1]
Typical C values for storms of five to 10 years
between periods are provided in Exhibit 9-15. Runoff coefficients
in 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, AC
150/5320-5B, Airport Drainage, as supplemented or amended.
|
Exhibit 9-15
Runoff Coefficients
AMC II
| ||||||
|---|---|---|---|---|---|---|
|
Hydro. Soil Group
| ||||||
|
Land Use Description
|
A
|
B
|
C
|
D
| ||
|
Cultivated land:
| ||||||
|
Without conservation treatment
|
0.49
|
0.67
|
0.81
|
0.88
| ||
|
With conservation treatment
|
0.27
|
0.43
|
0.67
|
0.67
| ||
|
Pasture or range land:
| ||||||
|
Poor condition
|
0.38
|
0.63
|
0.78
|
0.84
| ||
|
Good condition
|
—
|
0.25
|
0.51
|
0.65
| ||
|
Meadow: good condition
|
—
|
—
|
0.41
|
0.61
| ||
|
Wood or Forest land:
| ||||||
|
Thin stand, poor cover, no mulch
|
—
|
0.34
|
0.59
|
0.70
| ||
|
Good cover
|
—
|
—
|
0.45
|
0.59
| ||
|
Open spaces, lawns, parks, golf courses, cemeteries:
| ||||||
|
Good conditions: grass cover on 75% or more
of the area
|
—
|
0.25
|
0.51
|
0.65
| ||
|
Fair condition: grass cover on 50% to 75% of
the area
|
—
|
0.45
|
0.63
|
0.74
| ||
|
Commercial and business areas (85% impervious)
|
0.84
|
0.90
|
0.93
|
0.96
| ||
|
Industrial districts (72% impervious)
|
0.67
|
0.81
|
0.88
|
0.92
| ||
|
Residential:
| ||||||
|
Average lot size
|
Average % Impervious
| |||||
|
1/8 acre or less
|
65
|
0.59
|
0.76
|
0.86
|
0.90
| |
|
1/4 acre
|
38
|
0.29
|
0.55
|
0.70
|
0.80
| |
|
1/3 acre
|
30
|
—
|
0.49
|
0.67
|
0.78
| |
|
1/2 acre
|
25
|
—
|
0.45
|
0.65
|
0.76
| |
|
1 acre
|
20
|
—
|
0.41
|
0.63
|
0.74
| |
|
Paved parking lots, roofs, driveways, etc.
|
0.99
|
0.99
|
0.99
|
0.99
| ||
|
Streets and roads:
| ||||||
|
Paved with curbs and storm sewers
|
0.99
|
0.99
|
0.99
|
0.99
| ||
|
Gravel
|
0.57
|
0.76
|
0.84
|
0.88
| ||
|
Dirt
|
0.49
|
0.69
|
0.80
|
0.84
| ||
|
NOTE: Values are based on SCS definitions
and are average values derived by an Advisory Committee for this Manual.
|
[2]
The time of concentration shall be estimated
from Exhibit 9-16. The analysis shall also consider the procedure
outlined in Section 3.12(c) for Technical Release (TR) No. 55, Urban
Hydrology for Small Watersheds, U.S. Department of Agriculture, Soil
Conservation Series, as supplemented and amended (SCS method).
|
Exhibit 9-16
Nomograph for the Determination of Time
of Concentration
 |
[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. Rainfall
intensity values may also be estimated from Exhibit 9-17. Intensity
curves may be based on local rainfall frequency data, where available.
In all instances, a minimum time of concentration of five minutes
should be used. For storm sewer design, use the following:
[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 Rational
Method calculations are acceptable provided that their data and graphic
printout allow review and evaluation.
[6]
The peak rate of runoff for areas greater than
1/2 square mile shall be calculated by the hydrography analysis method
as outlined in TR No. 55 (SCS method), as supplemented and amended.
(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 five
square miles. For drainage areas of less than 20 acres, the Universal
Rational Method hydrography approximation may be used as an alternative.
[2]
Runoff volume for drainage areas of greater
than five square miles shall be calculated by Special Report No. 38,
Magnitude and Frequency of Floods in New Jersey with Effects of Urbanization,
State of New Jersey, Department of Environmental Protection, Division
of Water Resources (Stankowski Method).
[3]
Computer software adaptations of these runoff
value calculations are acceptable provided that their data and graphic
printout allow review and evaluation.
(2)
Stormwater management: 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, or charts/nomographs
based on 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\n AR213 S1/2
| ||||
|---|---|---|---|---|
|
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 shown in Exhibit 9-18.
| ||||
(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 9-19.
(e)
Velocities in closed conduits at design flow
shall be at least two feet per second but not more than the velocity
which will cause erosion damage to the conduit.
|
Exhibit 9-18
Manning's Roughness Coefficients
Values of the Roughness Coefficient "n"
| |||||||
|---|---|---|---|---|---|---|---|
|
Type of Channel
|
Minimum
|
Normal
|
Maximum
| ||||
|
A.
|
CLOSED CONDUITS FLOWING PARTLY FULL
| ||||||
|
A-1.
|
Metal
| ||||||
|
a.
|
Brass, smooth
|
0.009
|
0.010
|
0.013
| |||
|
b.
|
Steel
| ||||||
|
1.
|
Lockbar and welded
|
0.010
|
0.012
|
0.014
| |||
|
2.
|
Riveted and spiral
|
0.013
|
0.016
|
0.017
| |||
|
c.
|
Cast iron
| ||||||
|
1.
|
Coated
|
0.010
|
0.013
|
0.014
| |||
|
2.
|
Uncoated
|
0.011
|
0.014
|
0.016
| |||
|
d.
|
Wrought iron
| ||||||
|
1.
|
Black
|
0.012
|
0.014
|
0.015
| |||
|
2.
|
Galvanized
|
0.013
|
0.016
|
0.017
| |||
|
e.
|
Corrugated metal
| ||||||
|
1.
|
Subdrain
|
0.017
|
0.019
|
0.021
| |||
|
2.
|
Storm drain
|
0.021
|
0.024
|
0.030
| |||
|
A-2.
|
Nonmetal
| ||||||
|
a.
|
Lucite
|
0.008
|
0.009
|
0.010
| |||
|
b.
|
Glass
|
0.009
|
0.010
|
0.013
| |||
|
c.
|
Cement
| ||||||
|
1.
|
Neat, surface
|
0.010
|
0.011
|
0.013
| |||
|
2.
|
Mortar
|
0.011
|
0.013
|
0.015
| |||
|
d.
|
Concrete
| ||||||
|
1.
|
Culvert, straight and free of debris
|
0.010
|
0.011
|
0.013
| |||
|
2.
|
Culvert with bends, connections, and some debris
|
0.011
|
0.013
|
0.014
| |||
|
3.
|
Finished
|
0.011
|
0.012
|
0.014
| |||
|
4.
|
Sewer with manholes, inlet, etc., straight
|
0.013
|
0.015
|
0.017
| |||
|
5.
|
Unfinished, steel form
|
0.012
|
0.013
|
0.014
| |||
|
6.
|
Unfinished, smooth wood form
|
0.012
|
0.014
|
0.016
| |||
|
7.
|
Unfinished, rough wood form
|
0.015
|
0.017
|
0.020
| |||
|
e.
|
Wood
| ||||||
|
1.
|
Stave
|
0.010
|
0.012
|
0.014
| |||
|
2.
|
Laminated, treated
|
0.015
|
0.017
|
0.020
| |||
|
f.
|
Clay
| ||||||
|
1.
|
Common drainage tile
|
0.011
|
0.013
|
0.017
| |||
|
2.
|
Vitrified sewer
|
0.011
|
0.014
|
0.017
| |||
|
3.
|
Vitrified sewer with manholes, inlet, etc.
|
0.013
|
0.015
|
0.017
| |||
|
4.
|
Vitrified subdrain with open joint
|
0.014
|
0.016
|
0.018
| |||
|
g.
|
Brickwork
| ||||||
|
1.
|
Glazed
|
0.011
|
0.013
|
0.015
| |||
|
2.
|
Lined with cement mortar
|
0.012
|
0.015
|
0.017
| |||
|
h.
|
Sanitary sewers coated with sewage slimes, with
bends and connections
|
0.012
|
0.013
|
0.016
| |||
|
i.
|
Paved invert, sewer, smooth bottom
|
0.016
|
0.019
|
0.020
| |||
|
j.
|
Rubble masonry, cemented
|
0.018
|
0.025
|
0.030
| |||
|
B.
|
LINED OR BUILT-UP CHANNELS
| ||||||
|
B-1.
|
Metal
| ||||||
|
a.
|
Smooth steel surface
| ||||||
|
1.
|
Unpainted
|
0.011
|
0.012
|
0.014
| |||
|
2.
|
Painted
|
0.012
|
0.013
|
0.017
| |||
|
b.
|
Corrugated
|
0.021
|
0.025
|
0.030
| |||
|
B-2
|
Nonmetal
| ||||||
|
a.
|
Cement
| ||||||
|
1.
|
Neat, surface
|
0.010
|
0.011
|
0.013
| |||
|
2.
|
Mortar
|
0.011
|
0.013
|
0.015
| |||
|
b.
|
Wood
| ||||||
|
1.
|
Planed, untreated
|
0.010
|
0.012
|
0.014
| |||
|
2.
|
Planed, creosoted
|
0.011
|
0.012
|
0.015
| |||
|
3.
|
Unplanned
|
0.011
|
0.013
|
0.015
| |||
|
4.
|
Plank with battens
|
0.012
|
0.015
|
0.018
| |||
|
5.
|
Lined with roofing paper
|
0.010
|
0.014
|
0.017
| |||
|
c.
|
Concrete
| ||||||
|
1.
|
Trowel finish
|
0.011
|
0.013
|
0.015
| |||
|
2.
|
Float finish
|
0.013
|
0.015
|
0.016
| |||
|
3.
|
Finished, with gravel on bottom
|
0.015
|
0.017
|
0.020
| |||
|
4.
|
Unfinished
|
0.014
|
0.017
|
0.020
| |||
|
5.
|
Gunite, good section
|
0.016
|
0.019
|
0.023
| |||
|
6.
|
Gunite, wavy section
|
0.018
|
0.022
|
0.025
| |||
|
7.
|
On good excavated rock
|
0.017
|
0.020
| ||||
|
8.
|
On irregular excavated rock
|
0.022
|
0.027
| ||||
|
d.
|
Concrete bottom float finished with sides of
| ||||||
|
1.
|
Dressed stone in mortar
|
0.015
|
0.017
|
0.020
| |||
|
2.
|
Random stone in mortar
|
0.017
|
0.020
|
0.024
| |||
|
3.
|
Cement rubble masonry, plastered
|
0.016
|
0.020
|
0.024
| |||
|
4.
|
Cement rubble masonry
|
0.020
|
0.025
|
0.030
| |||
|
5.
|
Dry rubble or riprap
|
0.020
|
0.030
|
0.035
| |||
|
e.
|
Gravel bottom with sides of
| ||||||
|
1.
|
Formed concrete
|
0.017
|
0.020
|
0.025
| |||
|
2.
|
Random stone in mortar
|
0.020
|
0.023
|
0.026
| |||
|
3.
|
Dry rubble or riprap
|
0.023
|
0.033
|
0.036
| |||
|
f.
|
Brick
| ||||||
|
1.
|
Glazed
|
0.011
|
0.013
|
0.015
| |||
|
2.
|
In cement mortar
|
0.012
|
0.015
|
0.018
| |||
|
g.
|
Masonry
| ||||||
|
1.
|
Cemented rubble
|
0.017
|
0.025
|
0.030
| |||
|
2.
|
Dry rubble
|
0.023
|
0.032
|
0.035
| |||
|
h.
|
Dressed ashlar
|
0.013
|
0.015
|
0.017
| |||
|
i.
|
Asphalt
| ||||||
|
1.
|
Smooth
|
0.013
|
0.013
| ||||
|
2.
|
Rough
|
0.016
|
0.016
| ||||
|
j.
|
Vegetal lining
|
0.030
|
—
|
0.500
| |||
|
C.
|
EXACAVATED OR DREDGED
| ||||||
|
a.
|
Earth, straight and uniform
| ||||||
|
1.
|
Clean, recently completed
|
0.016
|
0.018
|
0.020
| |||
|
2.
|
Clean, after weathering
|
0.018
|
0.022
|
0.025
| |||
|
3.
|
Gravel, uniform section, clean
|
0.022
|
0.025
|
0.030
| |||
|
4.
|
With short grass, few weeds
|
0.022
|
0.027
|
0.033
| |||
|
b.
|
Earth, winding and sluggish
| ||||||
|
1.
|
No vegetation
|
0.023
|
0.025
|
0.030
| |||
|
2.
|
Grass, some weeds
|
0.025
|
0.030
|
0.033
| |||
|
3.
|
Dense weeds or aquatic plants in deep channels
|
0.030
|
0.035
|
0.040
| |||
|
4.
|
Earth bottom and rubble sides
|
0.028
|
0.030
|
0.035
| |||
|
5.
|
Stony bottom and weedy banks
|
0.025
|
0.035
|
0.040
| |||
|
6.
|
Cobble bottom and clean sides
|
0.030
|
0.040
|
0.050
| |||
|
c.
|
Dragline-excavated or dredged
| ||||||
|
1.
|
No vegetation
|
0.025
|
0.028
|
0.033
| |||
|
2.
|
Light brush on banks
|
0.035
|
0.050
|
0.060
| |||
|
d.
|
Rock cuts
| ||||||
|
1.
|
Smooth and uniform
|
0.025
|
0.035
|
0.040
| |||
|
2.
|
Jagged and irregular
|
0.035
|
0.040
|
0.050
| |||
|
e.
|
Channels not maintained, weeds and brush uncut
| ||||||
|
1.
|
Dense weeds, high as flow depth
|
0.050
|
0.080
|
0.120
| |||
|
2.
|
Clean bottom, brush on sides
|
0.040
|
0.050
|
0.080
| |||
|
3.
|
Same, highest stage of flow
|
0.045
|
0.070
|
0.110
| |||
|
4.
|
Dense brush, high stage
|
0.080
|
0.100
|
0.140
| |||
|
D.
|
NATURAL STREAMS
| ||||||
|
D-1.
|
Minor streams (top width at flood stage 100
ft)
| ||||||
|
a.
|
Streams on plain
| ||||||
|
1.
|
Clean, straight, full stage, no rift or deep
pools
|
0.025
|
0.030
|
0.033
| |||
|
2.
|
Same as above, but more stones and weeds
|
0.030
|
0.035
|
0.040
| |||
|
3.
|
Clean, winding, some pools and shoals
|
0.033
|
0.040
|
0.045
| |||
|
4.
|
Same as above, but some weeds and stones
|
0.035
|
0.045
|
0.050
| |||
|
5.
|
Same as above, lower stages, more ineffective
slopes and sections
|
0.040
|
0.048
|
0.055
| |||
|
6.
|
Same as 4, but more stones
|
0.045
|
0.050
|
0.060
| |||
|
7.
|
Sluggish reaches, weedy, deep pools
|
0.050
|
0.070
|
0.080
| |||
|
8.
|
Very weedy reaches, deep pools, or floodways
with heavy stand of timber and underbrush
|
0.075
|
0.100
|
0.150
| |||
|
b.
|
Mountain streams, no vegetation in channel,
banks usually steep, trees and brush along banks submerged at high
stages
| ||||||
|
1.
|
Bottom: gravels, cobbles, and few boulders
|
0.030
|
0.040
|
0.050
| |||
|
2.
|
Bottom: cobbles with large boulders
|
0.040
|
0.050
|
0.070
| |||
|
D-2.
|
Floodplains
| ||||||
|
a.
|
Pasture, no brush
| ||||||
|
1.
|
Short grass
|
0.025
|
0.030
|
0.035
| |||
|
2.
|
High grass
|
0.030
|
0.035
|
0.050
| |||
|
b.
|
Cultivated areas
| ||||||
|
1.
|
No crop
|
0.020
|
0.030
|
0.040
| |||
|
2.
|
Mature row crops
|
0.025
|
0.035
|
0.045
| |||
|
3.
|
Mature field crops
|
0.030
|
0.040
|
0.050
| |||
|
c.
|
Brush
| ||||||
|
1.
|
Scattered brush, heavy weeds
|
0.035
|
0.050
|
0.070
| |||
|
2.
|
Light brush and trees in winter
|
0.035
|
0.050
|
0.060
| |||
|
3.
|
Light brush and trees, in summer
|
0.040
|
0.060
|
0.080
| |||
|
4.
|
Medium to dense brush, in winter
|
0.045
|
0.070
|
0.110
| |||
|
5.
|
Medium to dense brush, in summer
|
0.070
|
0.100
|
0.160
| |||
|
d.
|
Trees
| ||||||
|
1.
|
Dense willows, summer, straight
|
0.110
|
0.150
|
0.200
| |||
|
2.
|
Cleared land with tree stumps, no sprouts
|
0.030
|
0.040
|
0.050
| |||
|
3.
|
Same as above, but with heavy growth of sprouts
|
0.050
|
0.060
|
0.080
| |||
|
4.
|
Heavy stand of timber, a few down trees, little
undergrowth, flood stage below branches
|
0.080
|
0.100
|
0.120
| |||
|
5.
|
Same as above, but with flood stage reaching
branches
|
0.100
|
0.120
|
0.160
| |||
|
D-3.
|
Major streams (top width at flood stage 100
ft). The n value is less than that for minor streams of similar description,
because banks offer less effective resistance.
| ||||||
|
a.
|
Regular section with no boulders or brush
|
0.025
|
—
|
0.060
| |||
|
b.
|
Irregular and rough section
|
0.035
|
—
|
0.100
| |||
|
Exhibit 9-19
Permissible Velocities for Swales, Open
Channels, and Ditches with
Uniform Stands of Various Well-Maintained
Grass Covers
| |||
|---|---|---|---|
|
Cover
|
Slope Range2(percent)
|
Permissible Velocity1
| |
|
Erosion Resistant Soils
(feet per second)
|
Easily Eroded Soils
(feet per second)
| ||
|
Bermudagrass
|
0 to 5
|
8
|
6
|
|
5 to 10
|
7
|
5
| |
|
Over 10
|
6
|
4
| |
|
Bahia
|
0 to 5
5 to 10
Over 10
|
7
6
5
|
5
4
3
|
|
Buffalograss
| |||
|
Kentucky bluegrass
| |||
|
Smooth brome
| |||
|
Blue grama
| |||
|
Tall fescue
| |||
|
Grass mixtures
|
0 to 52
|
5
|
4
|
|
Reed canarygrass
|
5 to 10
|
4
|
3
|
|
Lespedeza sericea
|
0 to 53
|
3.5
|
2.5
|
|
Weeping lovegrass
| |||
|
Yellow bluestem
| |||
|
Redtop
| |||
|
Alfalfa
| |||
|
Red fescue
| |||
|
Common lespedeza4
|
0 to 55
|
3.5
|
2.5
|
|
Sudangrass4
| |||
|
NOTES:
| |
|---|---|
|
1
|
Use velocities exceeding five feet per second
only where good covers and proper maintenance can be obtained.
|
|
2
|
Do not use on slopes steeper than 10% except
for vegetated side slopes in combination with a stone, concrete, or
highly resistant vegetative center section.
|
|
3
|
Do not use on slopes steeper than 5% except
for vegetated side slopes in combination with a stone, concrete, or
highly resistant vegetative center section.
|
|
4
|
Annuals—use on mild slopes or as temporary
protection until permanent covers are established.
|
|
5
|
Use on slopes steeper than 5% is not recommended.
|
(3)
Stormwater management: 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, except where appropriate capacity shall be based
on tailwater analysis and one-year high tide.
(c)
In general, no pipe size in the storm drainage
system shall be less than fifteen-inch diameter. A twelve-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 corrugated metal end section or a cast-in-place concrete
headwall with or without wingwalls as conditions require. In normal
circumstances, a cast-in-place concrete headwall is preferred. Use
of other types shall be justified by the designer and approved by
the Engineer.
(e)
Materials used in the construction of storm
sewers shall be constructed of reinforced concrete, ductile iron,
corrugated aluminum, or corrugated steel. In normal circumstances,
reinforced concrete pipe is preferred. Use of other types shall be
justified by the designer and approved by the Engineer. Specifications
referred to, such as ASA, 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 II 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:
|
Pipe Diameter
(inches)
|
ASTM Class Pipe
|
Minimum Cover
(surface to top of pipe)
(inches)
|
Pipe Diameter
(inches)
|
ASTM Class Pipe
|
Minimum Cover
(surface to top of pipe)
(inches)
|
|---|---|---|---|---|---|
|
12
|
III
|
17
|
24
|
III
|
15
|
|
IV
|
12
|
IV
|
6
| ||
|
V
|
7
|
V
|
6
| ||
|
15
|
III
|
16
|
30
|
III
|
10
|
|
IV
|
11
|
IV
|
6
| ||
|
V
| |||||
|
18
|
III
|
16
|
36 and above
|
III
|
6
|
|
IV
|
10
|
IV
|
6
| ||
|
V
|
6
|
[2]
Ductile iron pipe shall be centrifugally cast
in metal or sand-lined molds to ANSI A21.51-1976 (AWWA C151-76). The
joints shall conform to AWWA C 111. 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 C 104. 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 exists, 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 Designation M-196 or
the Standard Specification for Aluminum Alloy Helical Pipe AASHTO
Designation M-211. The minimum thickness of the aluminum pipe to be
used shall be: less than twenty-four-inch diameter or equivalent,
0.75 inch (fourteen-gauge); twenty-four-inch diameter and less than
forty-eight-inch diameter or equivalent, 0.105 inch (twelve-gauge);
forty-eight-inch but less than seventy-two-inch diameter or equivalent,
0.135 inch (ten-gauge); and seventy-two-inch diameter or equivalent
and larger, 0.164 inch (eight-gauge).
[4]
Corrugated steel pipe may be used in place of
corrugated aluminum and shall meet the requirements of AASHTO Specification
M-36. Coupling bands and special sections shall also conform to AASHTO
M-36. All corrugated steel pipe shall be bituminous coated in accordance
with AASHTO M-190, Type A minimum.
[5]
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.
(f)
Maintenance easements shall be provided around
stormwater facilities where such facilities are located outside of
the public right-of-way. The size of the easement shall be dictated
by working needs.
(4)
Stormwater management: system design inlets, catch
basins, and manholes.
(a)
Inlets, catch basins and manholes shall be designed
in accordance with New Jersey Department of Transportation Standard
Plans and Specifications. Frame and grates shall be one of the following:
Campbell Foundry Company Patterns or equal, as approved by the Engineer.
|
Inlet Type
|
Inlet Size
(interior)
(inches)
|
Cambell Foundry No.
(or approved equal)
| |
|---|---|---|---|
|
"A"
|
24 x 42
|
3405
| |
|
"B"
|
48 x 42
|
2618
| |
|
"D"
|
24 x 42
|
2617
| |
|
"E"
|
48 x 42
|
3425
|
(b)
Inlet spacing shall be designed to limit gutter
flow width to six feet but shall not be more than 400 feet.
(c)
Manhole spacing shall be increased with pipe
size.
|
Pipe Size
(inches)
|
Manhole Spacing
(feet)
| |
|---|---|---|
|
15 or less
|
500
| |
|
18 to 36
|
600
| |
|
42 to 60
|
700
| |
|
60+
|
700+
|
(d)
Manholes shall be precast concrete, brick or
concrete block coated with two coats of portland cement mortar.
(e)
If precast manhole barrels and cones are used,
they shall conform to ASTM Specification C-473 with round rubber gaskets
joints, conforming to ASTM Specification C-923. Maximum absorption
shall be 8% in accordance with ASTM Specification C-478, Method A.
(f)
If precast manholes are utilized, the top riser
section shall terminate less than one foot below the finished grade
and the manhole cover shall be flush with the finished grade.
(g)
Manhole frames and covers shall be of cast iron
conforming to ASTM Specification A-48 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 letters "Year 2
0" and the words "ATLANTIC HIGHLANDS STORM SEWER" shall be cast integrally
in the cover.
(5)
Stormwater management: system design — detention
facilities.
(a)
Development shall use the best available technology
to accommodate stormwater management by natural drainage strategies
as indicated in this article.
(b)
Nonstructural 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 change in runoff coefficients.
(c)
Detention and all other stormwater management
facilities shall conform to the standards under the New Jersey Stormwater
Management Act, N.J.S.A. 40:55D-1 et seq.
(d)
Where detention facilities are deemed necessary,
they shall accommodate site runoff generated from two-, ten-, and
one-hundred-year storms considered individually, unless the detention
basin is classified as a dam, in which case the facility must also
comply with the Dam Safety Standards, N.J.A.C. 7:20. These design
storms shall be defined as either a twenty-four-hour storm using the
rainfall distribution recommended by the U.S. Soil Conservation Service
when using 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 when using a design method
such as the Rational Method. Runoff greater than that occurring from
the one-hundred-year, twenty-four-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 in good condition (if the lands are pastures,
lawns or parks), with good cover (if the lands are woods), or with
conservation treatment (if the 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 hydrography
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
postdevelopment groundwater table, where practicable.
(h)
The following list of general structural criteria
shall be used to design stormwater detention basins. Due to the uniqueness
of each stormwater detention basin and the variability of soil and
other site conditions, these criteria may be modified or appended
at the discretion of the Municipal Engineer if reasons for the variance
are indicated in writing.
(6)
Detention components: principal outlets (quantity
control).
(a)
To minimize the chance of clogging and to facilitate
cleaning, outlet pipes shall be at least six inches in diameter. Similarly,
riser pipes, if utilized, shall be at least eight inches in diameter.
All pipe joints are to be watertight, reinforced concrete pipe. In
addition, trash racks and/or antivortex devices shall be required
where necessary.
(b)
Eight-inch thick antiseep collars are to be
installed along outlet pipes. Reinforcement steel shall be No. 5 bars
at 12 inches both ways with two inches of cover on both faces (minimum).
(c)
Where necessary, a concrete cradle shall be
provided for outlet pipes.
(d)
All principal outlet structures shall be concrete
block or reinforced concrete. All construction joints are to be watertight.
(e)
Suitable lining shall be placed upstream and
downstream of principal outlets as necessary to prevent scour and
erosion. Such lining shall conform to the criteria contained in Hydraulic
Engineering Circular No. 15 — Design of Stable Channels with
Flexible Linings, published by the Federal Highway Administration
of the U.S. Department of Transportation, or Standards for Soil Erosion
and Sediment Control in New Jersey, published by the New Jersey State
Soil Conservation Committee.
(7)
Detention components: principal outlets (quality control).
(a)
Based upon the requirement limiting the size
of the outlet to a minimum of six inches in diameter, water quality
control shall be maintained by providing an amount of storage equal
to the total amount of runoff which will be produced by the one-year
frequency SCS Type III twenty-four-hour storm, or a one-and-one-quarter-inch,
two-hour rainfall at the bottom of the proposed detention basin along
with a minimum three-inch-diameter outlet.
(b)
The invert(s) of the principal outlet(s) used
to control the larger storms for flood control purposes would then
be located at the resultant water surface elevation required to produce
this storage volume. Therefore, the principal outlets would only be
utilized for storms in excess of one-and-one-quarter-inch, two-hour
event which, in turn, would be completely controlled by the lower,
three-inch outlet. If the above requirements would result in a pipe
smaller than three inches in diameter, the period of retention shall
be waived so that three inches will be the minimum pipe size used.
It should be remembered that, in all cases, the basin should be considered
initially empty (i.e., the storage provided for the quality requirements
and the discharge capacity of its outlet should be utilized during
the routing of the larger flood control storms).
(8)
Detention components: emergency spillways.
(a)
Vegetated emergency spillways shall have side
slopes not exceeding three horizontal to one vertical.
(b)
Emergency spillways not excavated from noncompacted
soil shall be suitably lined and shall comply with criteria contained
in Hydraulic Circular No. 15 or Standards for Soil Erosion and Sediment
Control.
(c)
Maximum velocities in emergency spillways shall
be checked based on the velocity of the peak flow in the spillway
resulting from the routed emergency spillway hydrography. Where maximum
velocities exceed those contained in Exhibit 9-19,[1] suitable lining shall be provided.
[1]
Editor's Note: See § 150-890F(2)(e).
(9)
Detention components: dams and embankments.
(a)
The minimum top widths of all dams and embankments
are listed below. These values have been adopted from the Standards
for Soil Erosion and Sediment Control in New Jersey published by the
New Jersey State Soil Conservation Committee.
|
Minimum Top Widths
| ||
|---|---|---|
|
Height
(feet)
|
Top Width
(feet)
| |
|
0 to 15
|
10
| |
|
15 to 20
|
12
| |
|
20 to 35
|
14
| |
(b)
The design top elevation of all dams and embankments
after all settlement has taken place shall be equal to or greater
than the maximum water surface elevation in the basin resulting from
the routed freeboard hydrography. Therefore, the design height of
the dam or embankment, defined as the vertical distance from the top
down to the bottom of the deepest cut, shall be increased by the amount
needed to insure that the design top elevation will be maintained
following all settlement. This increase shall not be less than 5%.
Where necessary, the Engineer shall require consolidation tests of
the undisturbed foundation soil to more accurately determine the necessary
increase.
(c)
Maximum side slopes for all dams and embankments
are three horizontal to one vertical.
(d)
All earth fill shall be free from brush, roots,
and other organic material subject to decomposition.
(e)
Cutoff trenches are to be excavated along the
dam or embankment center line to impervious subsoil or bedrock.
(f)
Safety ledges shall be constructed on the side
slopes of all detention basins having a permanent pool of water. The
ledges shall be four feet to six feet in width and located approximately
2 1/2 feet to three feet below and one foot to 1 1/2 feet above
the permanent water surface.
(g)
The fill material in all earth dams and embankments
shall be compacted to at least 95% of the maximum density obtained
from compaction tests performed by the appropriate method in ASTM
D698.
(10)
Detention facilities in flood hazard areas.
(a)
There will be no detention basins in the floodway
except for those on-stream.
(b)
Whenever practicable, developments and their
stormwater detention facilities should be beyond the extent of the
flood hazard area of a stream. When that is not feasible and detention
facilities are proposed to be located partially or wholly within the
flood hazard area (as defined by the New Jersey Division of Water
Resources), or other areas which are frequently flooded, some storm
conditions will make the facility ineffective at providing retention
of site runoff. This will happen if the stream is already overflowing
its banks and the detention basin, causing the basin to be filled
prior to the time it is needed. In such cases, the standards established
in these regulations will be modified in order to give only partial
credit to detention capabilities located within a flood hazard area.
The credit will vary in a ratio intended to reflect the probability
that storage in a detention basin will be available at the time a
storm occurs at the site.
(c)
In addition, detention development must be in
compliance with all applicable regulations under the Flood Hazard
Area Control Act, N.J.S.A. 58:16A-50 et seq.
(d)
Detention storage.
[1]
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 table below:
|
Size of Storage Area*
| ||||
|---|---|---|---|---|
|
Elevation
(feet)
|
0 to 15 Square Miles
|
15 to 100 Square Miles
|
100+ Square Miles
| |
|
Less than 2 below
|
40%
|
65%
|
90%
| |
|
Between 2 and 4 below
|
25%
|
50%
|
75%
| |
|
Over 4 below
|
10%
|
25%
|
50%
| |
|
NOTE:
| ||
|---|---|---|
|
*
|
Area contributing floodwaters to the flood hazard
area at the site in question.
| |
[2]
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 will not exceed that which would
be filled by runoff of a one-hundred-year storm from the site.
(e)
As an alternative to the approach outlined in Subsection F(10)(b) above, if the developer can demonstrate that the detention provided would be effective during runoff from the one-hundred-year, twenty-four-hour Type II storm, peaking simultaneously at the site and on the flood hazard area, the developer's plan will be accepted as complying with the provisions of Subsection F(2)(b) above.
(f)
In making computations under Subsection F(2)(b) or (e) above, the volume of net fill added to the flood hazard area portion of the project's site will be subtracted from the capacity of effective detention storage provided. "Net fill" is defined as the total amount of fill created by the project less the amount of material excavated during the construction of the project, both measured below the excavation of the one-hundred-year flood but above the elevation of low water in the stream.
(g)
Where detention basins are proposed to be located in areas which are frequently flooded but have not been mapped as flood hazard areas, the provisions of either Subsection F(2)(b) or (e) will be applied substituting the elevation of a computed one-hundred-year flood for the elevation of the flood hazard area in Subsection F(2)(b).
(11)
Detention facilities: maintenance and repair.
(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 it
shall pass to any successive owner, unless assumed by a governmental
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.
These arrangements shall designate for each project the property owner,
governmental agency, or other legally established entity to be permanently
responsible for maintenance, hereinafter in this section referred
to as the "responsible person."
(b)
Prior to granting approval to any project subject
to review under these regulations, the applicant shall enter into
an agreement with the municipality (or county) to ensure the continued
operation and maintenance of the detention facility. This agreement
shall be in a form satisfactory to the Municipal 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 municipality shall so notify in writing the responsible
person. From that notice, the responsible person shall have 14 days
to effect such maintenance and repair of the facility in a manner
that is approved by the Municipal Engineer or his designee. If the
responsible person fails or refuses to perform such maintenance and
repair, the municipality may immediately proceed to do so and shall
bill the cost thereof to the responsible person.
(12)
Stormwater management: system design —
protecting water quality.
(a)
In addition to addressing water quantity generated
by development, a stormwater management system shall also enhance
the water quality of stormwater runoff.
(b)
In order to enhance the water quality of stormwater
runoff, stormwater 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 SCS Type III twenty-four-hour storm or a
one-and-one-quarter-inch, two-hour rainfall.
(c)
The water quality design storm shall be controlled
by best management practices. These include but are not limited to
the following:
[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 90% will be evacuated prior to
36 hours for all nonresidential projects or 18 hours for all residential
projects. The retention time shall be considered a brim-drawdown time,
and therefore shall begin at the time of peak storage. The retention
time shall be reduced in any case which would require an outlet size
diameter of three inches or less. Therefore, three-inch-diameter orifices
shall be the minimum allowed.
[2]
In permanent ponds or "wet" basins, the water
quality requirements of these regulations 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., are encouraged
as supplements to a positive outlet system. They may not be used alone
unless there is no feasible alternative and, if used, they must produce
zero runoff from the water quality design storm and allow for complete
infiltration within 72 hours. The normally required storage volume
must be doubled.
[4]
Other suitable best management practices, contained
in the New Jersey Stormwater Quantity/Quality Management Manual (State
of New Jersey, Department of Environmental Protection, February 1981),
shall be consulted.
