Source: https://ecode360.com/13489125
Timestamp: 2020-02-25 10:16:25
Document Index: 566807604

Matched Legal Cases: ['§ 150', '§ 150', '§ 150', '§ 3', '§ 150', '§ 150', '§ 150', '§ 150', '§ 150']

Borough of Atlantic Highlands, NJ Improvement Standards, Specific Criteria and Construction Specifications
Ch 150 Art IX Improvement Standards, Specific Criteria and Construction Specifications
§ 150-88 Purpose.
§ 150-89 Improvement standards.
§ 150-90 Construction specifications.
Article IX Improvement Standards, Specific Criteria and Construction Specifications
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.
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.
Street opening permit required.
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.
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.
Said applicant shall further, before receiving such permit, pay to the Municipal Clerk such sum as provided in Chapter 168, Article II, in cash or certified check for the replacement of surface of the street or road which has been torn up or excavated by said applicant.[1]
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.
The Municipal Clerk is hereby authorized to issue such permit hereinbefore mentioned and to collect from the applicant the sum as provided in Chapter 168, Article II, for the cost and expense of issuing same.[2]
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.
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.
Each and every person violating any of the provisions of these regulations shall, upon conviction thereof, be subject to a penalty as provided in Chapter 1, Article II, General Penalty.[3]
The arrangement of streets shall conform to the Master Plan.
For streets not shown on the Master Plan or Official Map, the arrangement shall provide for the appropriate extension of existing streets.
Streets shall be arranged so as to discourage through traffic and provide for maximum privacy.
All subdivisions and/or site plan applications shall be designed in order to achieve:
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.
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;
Conformity with any municipal access management code adopted under N.J.S.A. 40:67-1, with respect to municipal streets.
Streets shall be classified in a street hierarchy system with design tailored to function.
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.
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.
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.
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.
Curbing shall be required for drainage purposes, safety, and delineation and protection of pavement edge.
Curbs shall be constructed according to the specifications set forth in the construction specifications.[4]
Editor's Note: See § 150-90, Construction specifications.
Curbing shall be designed to provide a ramp for bicycle and/or wheel chairs as required.
Curbing shall be provided along both sides of subdivision streets, and adjacent to the edge of all aisles, drives and off-street parking areas.
Shoulders and/or drainage swales shall be required instead of curbs when:
Shoulders are required by CAFRA;
Soil and/or topography make the use of shoulders and/or drainage swales preferable; and/or
It is in the best interest of the community to preserve its character by using shoulders and/or drainage swales instead of curbs.
Shoulder requirements shall vary according to street hierarchy and intensity of development.
Shoulders may consist of reduced pavement section or after construction approved by the Planning Board.
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.
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.
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.
Sidewalks and graded areas shall be constructed according to the specifications set forth in the construction specifications.[5]
Sidewalks shall be provided on both sides of all streets and throughout site development for ease of pedestrian access.
Separate bicycle paths shall be required only if such paths have been specified as part of a municipality's adopted Master Plan.
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.
Bikeways shall be constructed according to the specifications set forth in the construction specifications.[6]
Utility and shade tree areas.
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.
Utility and shade tree areas shall be planted with grass, ground cover, or treated with other suitable cover material.
Utility and shade tree easements of at least 10 feet wide on both sides of the street shall be provided.
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).)
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.
The right-of-way shall reflect future development as indicated by the Master Plan.
Street grade and intersections.
Street grade and intersection design shall be according to the standards and specifications set forth in this section.
Street pavement thickness shall vary by street hierarchy, subgrade conditions and pavement type as set forth in this section.
Lighting shall be provided in accordance with a plan designed by the utility company, or using as a guideline the standards set forth by IES Lighting Handbook shown in the construction specifications.[7]
Lighting for safety shall be provided at intersections, along walkways, at entryways, between buildings, and in parking areas.
Spacing of standards shall be equal to approximately four times the height of the standard.
The maximum height of standards shall not exceed the maximum building height permitted or 25 feet, whichever is less.
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.
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.
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.
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.
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.
Year-round screening of any utility apparatus appearing above the surface of the ground, other than utility poles, shall be required.
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.
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.
Site information signs shall follow a design theme related and complementary to other elements of the overall site design.
Off-street parking spaces shall be required in all developments to accommodate residents and visitors.
For residential developments, off-street parking shall be provided as set forth in Exhibit 9-1.[8]
Editor's Note: See § 150-89B(1)(h).
For nonresidential developments, the parking standards shown in Exhibit 9-2[9] shall be used as a guideline.
Alternative off-street parking standards shall be accepted only if the applicant demonstrates that these standards better reflect local conditions.
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.
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.
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.
The site plan shall provide for adequate drainage of both the partial and total parking areas.
The portion of the parking area not to be paved initially shall be landscaped in accordance with Article VIII.
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.
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.
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.
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.
Off-Street Parking Requirements for Residential Land Uses
(type/size)
For each 2 units
Off-Street Parking Requirements1 for Nonresidential Land Uses
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:
1 per 50 square feet GFA
1 per 4 spectators, based on maximum capacity, and 3 per 10,000 square feet outdoor play area
1 per 100 square feet GFA.
Industrial, light manufacturing and wholesaling
1 per employee per shift
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
4.0 per 1,000 square feet GFA
Outdoor sales area
1 per 2,000 square feet lot area used for storage
1 per 3 seats or 1 per 50 square feet GFA, whichever is greater
Retail store or personal service establishment
1 per teacher and staff
1 per 3 students
Shopping center3
Studio, art, music, dance, for purpose of giving instruction
In computing the number of required parking spaces, the following shall apply:
Where fractional spaces result, the required number shall be construed to be the next highest whole number.
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.
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.
Where there is a mixed use, the number of spaces shall equal the sum of those spaces required for each use when calculated separately.
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.
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.
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.
Handicapped Parking and Sign Detail
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.
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.
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
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.
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.
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.
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:
Required Number of Accessible Spaces
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
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.
Editor's Note: See § 150-89B(2).
Parking is only permitted in parking areas and drives intended for that purpose. Parking is not permitted in lawns or other unimproved areas.
Required parking shall be in parking areas shown on an approved site plan.
Parking areas shall not be located in any required front yard.
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.
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.
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.
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.
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.
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]
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.
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
1 additional space or fraction thereof
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.
Unless otherwise permitted, fire zones shall not be used as standing, loading or unloading areas.
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.
Off-street loading and unloading areas shall conform, as applicable, to all design and locational standards set forth for off-street parking.
No driveway shall be less than 12 feet in width, and no two-way driveway shall be less than 24 feet in width.
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.
No driveway shall exceed 30 feet in width.
Insofar as possible, driveway and interior accessways for service or industrial trucking shall be separated from accessways to public, customer, or employee parking areas.
No commercial, industrial or public parking lot driveway shall be located within 50 feet of any intersection.
Water supply system and quality.
All installations shall be properly connected with the Borough water system prior to the issuance of a certificate of occupancy.
Fire protection facilities shall be furnished for all developments.
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.
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.
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.
Fire Flows
Flow GPM*
GPM = gallons per minute.
Design Standards for Peak-Hour Flow
Total Houses Served
Peak Hourly Rates
(GPM per house)
Exhibit 9-6
Short Method for Calculating Fire Flows
Distance Between Buildings*
Required Fire Flow
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.
System design and placement. System design and placement shall comply with the construction specifications[13] and with the requirements of the Atlantic Highlands Water Department.
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.
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.
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.
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.
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.
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.
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.
System planning, design and placement.
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.).
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.
Average daily residential sewer flow shall be calculated as shown in Exhibit 9-7.
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
Apartment/condominium/ townhouse
Transit Dwelling Units
Taller camps (private bath)
Trainer camp (central bath)
Luxury camps (private bath)
Childrens' camps (central bath)
Day camps - no meals
Average type
Bar and cocktail lounges
Short-order or drive-in service
Nonresidential (serving meals)
Elementary (no shower or cafeteria)
With cafeteria and showers
With cafeteria, showers and laboratories
Car served
Factories (8-hour shift)
Swimming pool and beaches
Picnic parks (with flush toilets)
Fairgrounds (based upon average attendance)
Airports (based on passenger use)
Theater (indoor)
Seat/car
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.
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.
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.
System strategy and design.
Stormwater management system strategy and design shall comply with the specifications set forth in the construction specifications.[15]
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.
Detention — when required.
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.
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:
Class B, B-1
Class C, C-1
Curbs and/or combination curbs and gutters shall be constructed of Class B concrete, air-entrained (5,000 psi).
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.
Open joints shall be provided every 10 feet. One-half-inch bituminous expansion joints shall be provided every 20 feet.
Sidewalks and bikeways.
Sidewalks and graded areas.
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.
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.
Graded areas shall be planted with grass or treated with other suitable ground cover and their width shall correspond to that of sidewalks.
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.
Choice of surface materials, including bituminous mixes, concrete, gravel, soil cement, stabilized earth and wood planking, shall depend on use and users of the path.
Gradients of bike paths should generally not exceed a grade of 5%, except for short distances.
Bicycle lanes. Lanes shall be four feet wide, or wide enough to allow safe passage of bicycles and motorists.
Bicycle-safe drainage grates shall be used in the construction of all residential streets.
Street grade, intersections, pavement, and lighting.
Street grade.
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.
Maximum street grade shall be 8%.
Minimum intersection angle. Street intersections shall be as nearly at right angles as possible and in no case shall be less than 75°.
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.
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
Maximum grade within 50 feet of intersection
Minimum center-line radius
Minimum tangent length between reverse curves
Curb radii
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%.
Minimum center-line radius; minimum tangent length between reverse curves; and curb radii. Requirements shall be as shown in Exhibit 9-8.
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
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
6" thick1,2,3
If required add:4 subbase, soil aggregate, gradation designation I-2 or I-3
8" thick1,2,3
Parking Areas and Aisles5
4 1/2" thick1,2
Bituminous stabilized base course may be substituted for gravel base course on a one-inch-to-three-inch ratio.
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.
Gravel base course may be reduced to three inches minimum if subbase is provided.
Subbase may be required depending on subgrade soils, groundwater elevations and other variables.
Portions of parking areas and aisles likely to be subjected to significant heavy truck traffic shall meet the standards for local streets.
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
Parking illumination (open parking facilities).
Pedestrianway illumination.
Sidewalks (roadside) and Type A bikeways
Walkways distant from roadways and Type B bikeways
Park walkways and bikeways
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.
High activity. Major-league athletic events, cultural or civic events, and major regional shopping centers.
Type A bikeway — a strip within or adjacent to a public roadway or shoulder, used for bicycle travel.
Type B bikeway — an improved strip identified for public bicycle travel and located away from a roadway or its adjacent sidewalk system.
Water supply: system design and placement.
System design and placement shall comply with all applicable Borough of Atlantic Highlands, NJDEP, and AWWA standards with the strictest standards governing.
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.
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
1,000 gpm or greater and water mains of 10 inches and greater: green caps and bonnets
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
500 gpm or less and water mains of at least six inches but less than eight inches: red caps and bonnets
All fire hydrants shall be chrome yellow or equivalent, and all yellow paint shall be of "traffic yellow."
Sanitary sewers: system design and placement.
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.).
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.
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.
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.)
Minimum slope.
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
(in feet per 100 feet of sewer)
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.
Pipe materials.
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.
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.
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.
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.
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.
For depths less than three feet, measured from the top of the pipe, installed under traffic areas, Marston Class V pipe shall be required.
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
Pipe Class Requirements for Reinforced Concrete Pipe
Pipe Diamete
Maximum Widths of Trench at Top of Pipe
Depth-Feet
(pipe class)
12 and smaller
The existence of clay soils and other unusual loading conditions should be given special consideration.
All concrete sewer pipes will utilize rubber O-ring joints suitable for sewer service and conforming to ASTM C-443 and ASTM C-361.
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.
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.
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.
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.
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.
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.
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.
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.
Pipe bedding.
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.
Manholes shall be provided at ends of sewer lines, at intersections, and at changes of grade or alignment.
Spacing intervals between manholes shall not exceed 400 feet for eighteen-inch pipe or less or 500 feet for larger pipe sizes.
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.
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.
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.
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.
Watertight and low-profile frames and covers shall be utilized where applicable and should conform to the applicable ASTM specifications.
Manholes shall be supplied with suitable adapters (inserts or gaskets) for the various pipe materials used.
Laterals/cleanouts.
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
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.
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.
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.
Stormwater management: system demand, strategy, and design.
Stormwater management: system demand.
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.
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.
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
The peak runoff rate in cubic feet per second (CFS).
The runoff coefficient.
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).
The size of the drainage area.
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
Hydro. Soil Group
Cultivated land:
With conservation treatment
Meadow: good condition
Wood or Forest land:
Open spaces, lawns, parks, golf courses, cemeteries:
Good conditions: grass cover on 75% or more of the area
Fair condition: grass cover on 50% to 75% of the area
Commercial and business areas (85% impervious)
Industrial districts (72% impervious)
1/8 acre or less
Paved parking lots, roofs, driveways, etc.
Paved with curbs and storm sewers
NOTE: Values are based on SCS definitions and are average values derived by an Advisory Committee for this Manual.
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
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:
Ten-year up to 21 inches.
Twenty-five-year over 21 inches.
Fifty-year over 48 inches.
Fifty-year from low points (SAGS).
Fifty-year for culverts.
Exhibit 9-17
Rainfall Intensity Curves (Samples)
The size of the drainage area shall include on-site and off-site lands contributing to the design point.
Computer software adaptations of the Rational Method calculations are acceptable provided that their data and graphic printout allow review and evaluation.
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.
Runoff volume calculation.
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.
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).
Computer software adaptations of these runoff value calculations are acceptable provided that their data and graphic printout allow review and evaluation.
Stormwater management: system strategy.
A system emphasizing a natural as opposed to an engineered drainage strategy shall be encouraged.
The applicability of a natural approach depends on such factors as site storage capacity, open channel hydraulic capacity, and maintenance needs and resources.
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
Manning's roughness coefficient.
Cross-sectional area of flow in square feet.
Hydraulic radius in feet (R = A/P, where P is equal to the wetted perimeter).
Slope of conduit in feet per foot.
The Manning roughness coefficients to be utilized are shown in Exhibit 9-18.
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.
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"
CLOSED CONDUITS FLOWING PARTLY FULL
Brass, smooth
Neat, surface
Sanitary sewers coated with sewage slimes, with bends and connections
LINED OR BUILT-UP CHANNELS
Smooth steel surface
Planed, untreated
Planed, creosoted
Plank with battens
Lined with roofing paper
Finished, with gravel on bottom
Gunite, good section
Gunite, wavy section
On good excavated rock
On irregular excavated rock
Concrete bottom float finished with sides of
Dressed stone in mortar
Random stone in mortar
Cement rubble masonry, plastered
Cement rubble masonry
Dry rubble or riprap
Gravel bottom with sides of
Cemented rubble
Dry rubble
Vegetal lining
EXACAVATED OR DREDGED
Earth, straight and uniform
Clean, recently completed
Clean, after weathering
Gravel, uniform section, clean
With short grass, few weeds
Earth, winding and sluggish
Grass, some weeds
Dense weeds or aquatic plants in deep channels
Earth bottom and rubble sides
Stony bottom and weedy banks
Cobble bottom and clean sides
Dragline-excavated or dredged
Light brush on banks
Jagged and irregular
Channels not maintained, weeds and brush uncut
Dense weeds, high as flow depth
Clean bottom, brush on sides
Same, highest stage of flow
Dense brush, high stage
Minor streams (top width at flood stage 100 ft)
Streams on plain
Clean, straight, full stage, no rift or deep pools
Same as above, but more stones and weeds
Clean, winding, some pools and shoals
Same as above, but some weeds and stones
Same as above, lower stages, more ineffective slopes and sections
Same as 4, but more stones
Sluggish reaches, weedy, deep pools
Very weedy reaches, deep pools, or floodways with heavy stand of timber and underbrush
Mountain streams, no vegetation in channel, banks usually steep, trees and brush along banks submerged at high stages
Bottom: gravels, cobbles, and few boulders
Bottom: cobbles with large boulders
Pasture, no brush
Mature row crops
Mature field crops
Light brush and trees in winter
Same as above, but with heavy growth of sprouts
Heavy stand of timber, a few down trees, little undergrowth, flood stage below branches
Same as above, but with flood stage reaching branches
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.
Regular section with no boulders or brush
Irregular and rough section
Exhibit 9-19
Permissible Velocities for Swales, Open Channels, and Ditches with
Uniform Stands of Various Well-Maintained Grass Covers
Slope Range2(percent)
Permissible Velocity1
Erosion Resistant Soils
Easily Eroded Soils
0 to 53
Common lespedeza4
Sudangrass4
Use velocities exceeding five feet per second only where good covers and proper maintenance can be obtained.
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.
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.
Annuals—use on mild slopes or as temporary protection until permanent covers are established.
Use on slopes steeper than 5% is not recommended.
Stormwater management: system design pipe capacity, materials, and placement.
Pipe size shall be dictated by design runoff and hydraulic capacity.
Hydraulic capacity shall be determined by the Manning Equation, except where appropriate capacity shall be based on tailwater analysis and one-year high tide.
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.
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.
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.
Reinforced concrete pipe:
Circular reinforced concrete pipe and fittings shall meet the requirements of ASTM C-76.
Elliptical reinforced concrete pipe shall meet the requirements of ASTM C-507.
Joint design and joint material for circular pipe shall conform to ASTM C-443.
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.
All pipe shall be Class II unless a stronger pipe (i.e., higher class) is indicated to be necessary.
The minimum depth of cover over the concrete pipe shall be as designated by the American Concrete Pipe Association, as follows:
ASTM Class Pipe
(surface to top of pipe)
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.
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).
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.
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.
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.
Stormwater management: system design inlets, catch basins, and manholes.
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.
Cambell Foundry No.
(or approved equal)
Inlet spacing shall be designed to limit gutter flow width to six feet but shall not be more than 400 feet.
Manholes shall be precast concrete, brick or concrete block coated with two coats of portland cement mortar.
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.
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.
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.
Stormwater management: system design — detention facilities.
Development shall use the best available technology to accommodate stormwater management by natural drainage strategies as indicated in this article.
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.
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.
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.
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.
Detention facilities shall be located as far horizontally from surface water and as far vertically from groundwater as is practicable.
Detention facilities shall not intercept the postdevelopment groundwater table, where practicable.
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.
Detention components: principal outlets (quantity control).
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.
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).
Where necessary, a concrete cradle shall be provided for outlet pipes.
All principal outlet structures shall be concrete block or reinforced concrete. All construction joints are to be watertight.
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.
Detention components: principal outlets (quality control).
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.
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).
Detention components: emergency spillways.
Vegetated emergency spillways shall have side slopes not exceeding three horizontal to one vertical.
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.
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.
Editor's Note: See § 150-890F(2)(e).
Detention components: dams and embankments.
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
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.
Maximum side slopes for all dams and embankments are three horizontal to one vertical.
All earth fill shall be free from brush, roots, and other organic material subject to decomposition.
Cutoff trenches are to be excavated along the dam or embankment center line to impervious subsoil or bedrock.
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.
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.
Detention facilities in flood hazard areas.
There will be no detention basins in the floodway except for those on-stream.
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.
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.
Detention storage.
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*
0 to 15 Square Miles
15 to 100 Square Miles
100+ Square Miles
Less than 2 below
Between 2 and 4 below
Over 4 below
Area contributing floodwaters to the flood hazard area at the site in question.
This effective detention storage will be required to provide for drainage of the developed land in accordance with the criteria already established in these regulations. However, the gross storage considered for crediting will not exceed that which would be filled by runoff of a one-hundred-year storm from the site.
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.
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.
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).
Detention facilities: maintenance and repair.
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."
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.
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.
Stormwater management: system design — protecting water quality.
In addition to addressing water quantity generated by development, a stormwater management system shall also enhance the water quality of stormwater runoff.
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.
The water quality design storm shall be controlled by best management practices. These include but are not limited to the following:
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.
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.
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.
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.