Sidewalks shall be four (4") inches thick except at points of vehicular crossing where they shall be at least six (6") 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 28 day compressive strength of 4,500 p.s.i. 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 (8') foot paved width should be provided for two way bicycle traffic and a five (5') foot width for one way traffic.

Bicycle Lanes. Lanes shall be four (4') 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.

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 seventy-five (75°) degrees.

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 one hundred seventy-five (175') feet to two hundred (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 of this chapter determining the minimum standard for all curblines.

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 of this chapter.

Sight Triangles. Sight triangle easements shall be required and shall include the area on each street corner between the intersecting street right-of-way lines and the line which connects the sight points located on the cartway, curbline or pavement edge of each intersecting street. Any obstruction to vision or clear sight, other than a pole, post, tree trunk or similar vertical obstruction, not exceeding eighteen (18") inches in diameter, across the sight easement area between all points between thirty (30") inches and eighty-four (84") inches above the center lines of the intersecting streets is prohibited; and a public right of entry shall be reserved for the purpose of removing, at the expense of the property owner, any obstruction to clear site. The sight points on the cartway, curbline or pavement edge, shall be determined from Exhibit 9-9A and Exhibit 9-9B, Case A, B, C1 or C2, as applicable, unless: 1) the requirements of the Residential Site Improvement Standard (RSIS) control, or 2) the Borough Engineer determines that unusual site conditions, which may include, but are not limited to, skewed intersection angles or severe vertical or horizontal profiles, require detailed site specific engineering analysis.

Pavement design for local and collector streets and parking areas, drives and aisles for all uses shall adhere to the following specifications for their full paved area as shown on Exhibit 9-10 of this chapter, except that pavement design for single family residential uses shall adhere to the standards set forth in subsection 22-9.3c, 3(b).

Pavement for drives and off-street parking for single-family residential uses shall be:

The notes accompanying Table 9-10 shall apply.

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 (2 1/2") inch nominal size. Street main connections should be not less than six (6") inches in diameter. Hose threads on outlets shall conform to National Standard dimensions. A valve shall be provided on connections between hydrants and street mains. All pipe, fittings, and appurtenances supplying fire hydrants shall be AWWA- or ASTM-approved.

All fire hydrants shall conform to the color-code system as shown in Exhibit 9-12 of this chapter.

All sewers shall be designed to meet NJDEP slope standards as shown in Exhibit 9-13 of this chapter.

All sewers shall be designed to flow with a minimum velocity of two (2') feet per second and a maximum velocity of ten (10') feet per second at full flow based on Manning's formula with n = 0.013. When PVC pipe is used, an n factor of 0.010 may be used. Inverted siphons shall be designed for minimum velocity of six (6') feet per second.

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, or polyvinyl chloride (PVC). Reinforced concrete pipe shall be used only in sizes twenty-four (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 or PVC 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 one hundred (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 water-tightness 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.

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.

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.

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 four hundred (400') feet for eighteen (18") inch pipe or less or five hundred (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 (2') 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 (12") 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 (1') 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.

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

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 (2') feet from the outside face of the curb between the curb and sidewalk if installed. If curbs are not required, the cleanout shall be placed one (1') foot beyond the property line in the 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.

Watershed storm water 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 pre-development and post development 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:

Q_p = CIA

Where

Q_p = the peak runoff rate in cubic feet per second (CFS)

C = the runoff coefficient

I = the average rainfall intensity in inches per hour (in./hr.), occurring at the time of concentration t_c (minutes)

t_c = the time of concentration in minutes (min.)

A = the size of the drainage area

Runoff Volume Calculation.

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:

The Manning roughness coefficient to be utilized are shown in Exhibit 9-18 of this chapter.

Velocities in open channels at design flow shall not be less than five-tenths (5/10') 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 9-17 of this chapter.

Velocities in closed conduits at design flow shall be at least two (2') feet per second but not more than the velocity which will cause erosion damage to the conduit.

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 drain-age system shall be less than fifteen (15") inch diameter. A twelve (12") 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 wing walls 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, polyvinyl chloride (PVC), or high density polyethylene (HDPE). 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.

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 storm water facilities where such facilities are located outside of the public right-of-way. The size of the easement shall be dictated by working needs.

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.

Drainage inlets shall have Type "J-ECO" heads with bicycle safe grates.

Inlet spacing shall be designed to limit gutter flow width to six (6') feet but shall not be more than four hundred (400') feet.

Manhole spacing shall be increased with pipe size.

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 (1') 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 20_____" and the words "RUMSON STORM SEWER" shall be cast integrally in the cover.

Development shall use the best available technology to accommodate storm water management by natural drainage strategies as indicated in this article.

Non-structural management practices, such as open space acquisition, stream encroachment and flood hazard controls shall be coordinated with detention requirements. Changes in land use can often reduce the scope and cost of detention provisions required by means of appropriate change in runoff coefficients.

Detention and all other storm water 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 year, 10 year, and 100 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 24 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 100 year, 24 hour storm will be passed over an emergency spillway. Detention will be provided such that after development the peak rate of flow from the site will not exceed the corresponding flow which would have been created by similar storms prior to development. For purposes of computing runoff, lands in the site shall be assumed, prior to development, to be 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 hydrograph method as presented in TR No. 55 (S.C.S. 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 post-development groundwater table, where practicable.

The following list of general structural criteria shall be used to design storm water detention basins. Due to the uniqueness of each storm water 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.

To minimize the chance of clogging and to facilitate cleaning, outlet pipes shall be at least six (6") inches in diameter. Similarly, riser pipes, if utilized, shall be at least eight (8") inches in diameter. All pipe joints are to be watertight, reinforced concrete pipe. In addition, trash racks and/or anti-vortex devices shall be required where necessary.

Eight (8") inch thick anti-seep collars are to be installed along outlet pipes. Reinforcement steel shall be No. 5 bars at twelve (12") inches both ways with two (2") 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 N.J. State Soil Conservation Committee.

Based upon the requirement limiting the size of the outlet to a minimum of six (6") 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 24 hour storm, or a one and twenty-five hundredths (1.25") inch, two hour rainfall at the bottom of the proposed detention basin along with a minimum three (3") 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 twenty-five hundredths (1.25") inch, two hour event which, in turn, would be completely controlled by the lower, three (3") inch outlet. If the above requirements would result in a pipe smaller than three (3") inches in diameter, the period of retention shall be waived so that three (3") 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).

Vegetated emergency spillways shall have side slopes not exceeding three horizontal to one vertical.

Emergency spillways not excavated from non-compacted 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 Hydrograph. Where maximum velocities exceed those contained in Exhibit 9-19 of this chapter, suitable lining shall be provided.

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.

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 Hydrograph. 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 (4') feet to six (6') feet in width and located approximately two and one-half (2 1/2') feet to three (3') feet below and one and one-half (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.

There will be no detention basins in the floodway except for those on-stream.

Whenever practicable, developments and their storm water 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. 58:15A-50 et seq.

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:

As an alternative to the approach outlined in paragraph f, 10(a) above, if the developer can demonstrate that the detention provided would be effective, during runoff from the 100 year, 24 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 paragraph f, 10(a) above.

In making computations under paragraphs f, 10(a) or f, 10(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 100 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 paragraphs f, 10(a) or f, 10(e) will be applied substituting the elevation of a computed 100 year flood for the elevation of the flood hazard area in paragraph f, 10(a) above.

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 this chapter, 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.

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 24 hour storm or a one and twenty-five hundredths (1.25") 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: