Township of Burlington, NJ Design Specifications

Bituminous stabilized base course. Materials shall conform to the requirements specified therefrom in the Standard Specifications of the New Jersey Highway Department for Bituminous Stabilized Base Course, Section 304, as amended, and shall be Mix No. I-2 in Table 903-1, Stone Mix, except that the minimum bitumen content shall be 5%.

Surface course. The paving materials shall be FABC Mix No. I-5 Stone Mix, complying with the 1989 Specifications of the New Jersey State Highway Department Standard Specifications, Section 404, Table 903-1, except that the minimum percentage of bitumen shall be 6%.

Methods of construction.

Subgrade. Before construction of the pavement, the subgrade shall be in a properly finished condition conforming to the proper line and grade and free of any soft spots or other deficiencies. Not more than 24 hours prior to commencing of operations on any subgrade, the subgrade shall be tested by running a roller of a weight at least equal to that to be used in the paving operation over the entire subgrade area. When permitted by the Engineer, testing may be performed by other equipment such as loaded trucks. When in the opinion of Engineer or his representative, the deformation of the subgrade under such test is excessive, the subdivider will be required to stabilize the subgrade in a manner satisfactory to the Engineer. The subgrade shall not be prepared during freezing weather or when frozen or when it is unstable.

Bituminous stabilized base course. The method of construction shall conform to the same specifications indicated for materials above. The base course shall be laid on a properly prepared subgrade and shall consist of two equal courses. Upon completion of base course construction, the contractor shall cut samples from the pavement with a jackhammer, coring machine, or other means suitable to the Engineer. The sample shall be intact for the full thickness of the base course and shall be of a size suitable to the Engineer. At least one sample shall be cut for every 1,000 square yards of base course. Where deficiencies in the required minimum thickness are noted, at least two additional cores will be required to determine the extent of such deficiency. The average thickness of the base course, as determined by any five or more samples representing contiguous areas of pavement, shall be not less than five inches or six inches, and the minimum thickness permitted at any location will be 4 1/2 inches or 5 1/2 inches. In the event that the average thickness is less than five inches or six inches or the minimum thickness 4 1/2 inches or 5 1/2 inches, the deficiency shall be made up by increasing the thickness of the surface course.

Surface course.

Prior to placing of the surface course, the contractor shall repair any defect in the base course. Where cracking or any other type of failure has occurred in the base course, the contractor shall completely remove the base course, stabilize the subgrade if necessary and construct new base course. Where the deficiency involves depressions or raveling in the surface of the base course, the repair may be made by skin patching with a suitable bituminous material. For checking of gutter drainage, the subdivider shall supply sufficient water at the high points of the streets and shall run said water into the gutters in order to determine whether or not gutter grades are satisfactory. Wherever puddles occur, he shall skin patch the base course to achieve proper grades in the gutters. After repair of the base course, a tack coat shall be applied as specified in Section 404 of the New Jersey State Department Standard Specifications. In the event of any deficiency in the surface course, such as raveling, depressions, cracking, etc., such deficiencies shall be repaired by removing the surface course and replacing with new material.

All equipment and methods of construction shall conform to the New Jersey State Highway Department Standard Specifications of 1989, except that only one roller may be used where the area to be paved is sufficiently small, in the opinion of the Engineer, to make the second roller unnecessary.

§ 330-118 Concrete curbs, gutters and sidewalks.

Material.

Concrete strength. Concrete for curbs, gutters, sidewalks, and driveway aprons shall be constructed with air entrained concrete with a minimum twenty-eight-day compressive strength of 4,000 psi.

Joint filler. Joint filler shall be a cellular compression material conforming to the requirements therefor of the Standard Specifications of the New Jersey State Highway Department, as amended and revised to date.

Methods of construction.

Concrete curb, gutters and sidewalks, in general. Concrete curb shall be constructed in accordance with Section 605 of the State Specifications, and concrete sidewalks shall conform to Section 607, except as herein amended.

Subgrade. The contractor shall make all necessary excavations or embankments for the construction and disposing of surplus materials. No filling shall be done below the proposed curb or gutter except when absolutely necessary, in which case such fill shall be made with clean sand or approved gravel and thoroughly tamped before concrete is laid thereon. All soft spots shall be thoroughly tamped before concrete is laid thereon or, if necessary, soft or spongy material shall be removed and clean sand or gravel refilled in its place.

Backfill for curb. Within 72 hours after curbing is completed and forms removed, the contractor shall backfill to the top of the curb in back and to the established gutter grade in front. Backfill shall be made with the materials excavated, except that any large or frozen lumps, wood, boulders or other foreign matter shall be removed before placing. Backfill shall be thoroughly compacted.

Forms. Forms for concrete may be of lumber or steel. They shall be straight and of sufficient strength to prevent warping or bulging and to retain the concrete accurately in position. All mortar and dirt shall be removed from forms which have been previously used. Forms shall be well staked to the proposed lines and grades, and their upper edges shall conform to the finished surface of the curb. All forms shall be thoroughly wetted immediately before concrete is deposited against them. Curved forms shall be used for the construction of all radius curbs.

Concrete. Concrete construction, including curing, shall conform to the applicable requirements of the section on concrete structures contained elsewhere herein. The concrete shall be tamped and spaded or vibrated so that the forms are completely filled, the concrete thoroughly compacted and mortar is flushed to the face and top.

Joints: concrete curb; combination curbs and gutters. Expansion joints shall be provided at intervals of 20 feet or when one construction abuts existing construction. The expansion joints shall be filled with one-half-inch-thick cellular compression material to within 1/2 inch of the top and face of the curb and to within 1/4 inch of the top of the gutter. Dummy joints shall be provided midway between expansion joints.

Joints: concrete sidewalks and aprons. Expansion joints 1/2 inch wide shall be provided at intervals of 20 feet and where the new paving abuts curb or old work, the expansion joints shall be filled with one-half-inch-thick cellular compression material to within 1/4 inch of the top of the paving. For sidewalks, surface grooves shall be cut with an approved tool at least 1/4 inch thick at right angles to the line of the sidewalk and at intervals equal to the width of the sidewalk. Where new work abuts existing sidewalk, the surface grooves shall be spaced to conform to the lines of the abutting walk. All surface edges shall be rounded to a radius of 1/2 inch.

Finish: concrete curb; combination curb and gutters. Before initial set, the top of the curb and the gutter shall be finished with a wood float to an even, smooth and dense surface. As soon as the forms can be removed, the face of the curb shall be given the same finish. Exposed edges shall be neatly rounded to a radius of 1/2 inch. The finished curb shall not vary from the required grades, lines, dimensions and curvatures by more than 1/4 inch at any point. Completed work shall be protected from traffic and the elements and be thoroughly wetted and kept moist for at least one day. Damaged, broken or cracked work shall be replaced by the contractor.

Finish: concrete sidewalks and aprons. The finish shall be with a wood float, followed by brooming. Exposed edges shall be neatly rounded to a radius of 1/2 inch. The concrete shall be cured as provided elsewhere herein.

(10)

Concrete work in cold weather.

No concrete shall be poured between December 1 and March 1 of each year without the prior written permission of the Engineer.

All concrete poured during this period shall conform to the procedures specified in the New Jersey State Highway Department Standard Specifications except as otherwise directed by the Engineer.

§ 330-119 Concrete structures.

Materials.

Cement. Cement used in concrete structures shall conform to the following requirements of the ASTM, as amended to date: Standard Portland Cement, ASTM Designation C-150, Type 1; High Early Strength Portland Cement, ASTM Designation C-150, Type 3; Air-Entraining Portland Cement, ASTM Designation C-175, Type 1-A; air-entraining agent shall be Vinsol Resin or Darex A.E.A.

Aggregate. Aggregate, both fine and coarse, shall conform to the requirements therefor of the New Jersey State Highway Department Standard Specifications, as amended and revised to date.

Water. Water shall be clean, fresh and free of oils, acids, salts, organic matter or other injurious substances.

Air-entrained concrete. Unless otherwise provided, all concrete shall be air-entrained, having 4% to 7% of entrained air, and shall be produced by using standard Portland cement with additive or air-entraining Portland cement with or without additional additive, as required.

Reinforcing steel. Reinforcing steel shall be intermediate grade deformed bars conforming to ASTM Designation A-15 and ASTM Designation A-432, as amended and revised to date.

Methods of construction.

Concrete mixture. Only enough water shall be added to make concrete workable for its intended use. The Engineer will determine the slump ranges within which the contractor must work. Ready-mix or transit-mix concrete may be used if obtained from sources approved by the Engineer. Equipment used to proportion and mix concrete on the job is subject to the approval of the Engineer.

Forms.

Forms shall conform to the shape, lines, dimensions and grades shown on the plans. They shall be firmly braced, tight and substantial so as to prevent movement, bulging and mortar leakage. Wherever concrete will be exposed to view, forms shall be smooth and clean.

Forms for footings may be omitted wherever soil and workmanship permit accurate excavation to size. All forms shall be completely removed.

Reinforcing. Reinforcements shall be accurately cut, bent and placed in accordance with the plans. It shall be free of excessive scale or any foreign material that would tend to reduce bond. It shall be securely supported, tied and fastened to prevent movement while concrete is being placed.

Subgrades. Subgrades, excavations, and soil bases for foundations and slabs shall be properly finished to the prescribed lines, grades and dimensions, and shall be approved by the Engineer before concrete is placed. All areas to receive concrete shall be free of frost, foreign matter and excessive water; provided, however, that forms and soil surfaces shall be uniformly damp when the concrete is placed.

Placing of concrete. Concrete shall be handled and placed so as to avoid any segregation. Concrete which has begun to set or which has been contaminated with foreign materials or to which too much water has been added shall not be used. Pouring of concrete shall generally be a continuous operation until the placing of an individual section has been completed. Concrete shall be thoroughly compacted with vibrators or by other suitable means.

Concrete finish.

All concrete shall be finished by screening and floating to the required lines and grades. Unless otherwise specified, all work shall have a wood float finish; provided, however, that the contractor shall provide other finishes when so required by the place or specifications or so directed by the Engineer.

After the concrete has been poured, it shall be kept continuously wet for a period of one day or longer, as directed by the Engineer. Curing compound may be substituted for water, but in all cases curing shall be in accordance with Section 905 of the New Jersey State Highway Department Standard Specifications.

Joints. Expansion joints, dummy joints, construction joints and other appurtenances shall be provided as shown on the Standard Details. Expansion joints shall have joint filler of the thickness indicated which shall extend the full depth of the concrete.

Cleaning of exposed concrete surfaces. After removal of forms, all permanently exposed surfaces shall be cleaned of stains and dirt, and all surface defects which do not impair structural strength shall be repaired by cutting and patching.

Concrete pouring temperature. Concrete shall not be poured when the atmospheric temperature is below 40° F. or when there is any precipitation, unless precautions satisfactory to the Engineer have been taken to prevent any damage to the work. Precautions necessary to avoid freezing of the concrete shall be in accordance with the current recommendations of the American Concrete Institute.

§ 330-120 Potable water facilities.

Materials.

Ductile iron pipe and fittings.

Ductile iron pipe shall conform to the requirements of the American Water Works Association Specification C-151, as amended and revised to date. Unless otherwise specified herein, ductile iron pipe shall be thickness Class 52 and minimum eight-inch diameter. Mechanical joints and push-on joints shall conform to the American Water Works Association Specifications C-110 and C-111, as amended and revised to date. Gasket-type joints shall be Tyton or approved equal. Either mechanical or gasket-type joints shall be used for normal water main construction. Flanges and fittings shall conform to the requirements of the American Water Works Association C-110, as amended and revised to date, with a minimum pressure rating of 250 psi.

All ductile iron pipe and fittings shall be cement lined in accordance with American Water Works Association C-104, as amended and revised to date.

Valves. Valves shall conform to the current American Water Works Association Standard for Iron Body Double-Disc Gate Valves with Parallel Seats (C-500). Valves shall be of the type manufactured by the Kennedy Valve Company, Mueller Valve Company, or approved equal. Unless otherwise specified, valves shall be operated by a two-inch-square operation nut of cast iron and shall open in a counterclockwise direction. The direction of opening shall be marked on the nut by an arrow and the word "open." All cast-iron surfaces of valve boxes shall be painted with three coats of asphaltum paint, inside and out. Valves shall be provided with a means of jointing suitable for use with the adjoining pipe.

Valve boxes.

Valve boxes shall be complete with covers, and both valve box and cover shall be of ample strength and dimension to fully sustain the shocks of heavy vehicular traffic and to maintain the upper section and cover at proper grade under heavy vehicular traffic.

Covers shall be round, at least six inches in diameter, and shall have the word "water," an arrow showing the opening direction and the word "open" clearly cast thereon.

Fire hydrants. Fire hydrants shall be Type K-81 Guardian as manufactured by the Kennedy Valve Company or approved equal. Operating and cap nuts shall be one-and-one-half-inch pentagon. They shall be equipped with two two-and-one-half-inch hose nozzles and one four-and-one-half-inch pumper nozzle, with National Standard male threads. They shall have a provision for six-inch connection to the main. Main valve opening for the hydrant shall be 5 1/4 inches. Hydrants shall open in a counterclockwise direction. Fire hydrants shall be color coded in accordance with § 584-8, Fire hydrants, of the Burlington Township Code.

Concrete. Concrete for cradles and thrust blocks shall be constructed with a minimum twenty-eight-day compression strength of 4,000 psi conforming to requirements as specified elsewhere.

Domestic water service connections. All domestic water service connections, regardless of size, shall be made outside of the building. Water service connections shall generally conform to the Burlington Township Standard Details and Specifications on file in the Burlington Township Engineer's Office.

Methods of construction.

Excavation and backfill. Excavation and backfill shall conform to the requirements for subsurface structure excavation. The contractor shall provide adequate equipment and so operate it as to maintain an essentially dry excavation, stable trench bottoms, suitable working conditions and protection from water damage throughout and until the completion of the work.

Installation of pipe.

Water mains shall be laid in straight lines except when otherwise specifically approved by the Engineer. When deviation from straight line is permitted, the deflection of each joint shall not exceed the manufacturer's recommended maximum for the type of joint and size of pipe being installed. Pipe shall be laid with at least four feet of cover as measured from the top of the pipe to the existing or proposed finished grade, or to the future finish grade when such is lower. Along extensions of roads which are unimproved, the pipe shall be laid with at least four feet of cover over the top of the pipe to the existing grade.

Special care shall be exercised to remove all earth, stone and other materials from each pipe as it is laid and to prevent any such materials from entering the pipeline. The contractor shall see that the entire line maintained is absolutely clean on the inside and that all valves and hydrants are clean and in good working order when installed. Open ends shall be at all times adequately protected and shall be secured with approved plugs whenever work is stopped for any reason whatsoever. After removing a plug, the interior of the pipeline shall be inspected and cleaned before resuming pipe laying operations.

Before placing each length of pipe, the contractor shall carefully examine it for breaks, cracks or other defects and shall discard any which may appear to be in any way defective. All pipe and fittings shall be handled and installed with care to avoid breakage. Each section of pipe shall be solidly bedded in the trench bottom and shall be supported for its full length except where excess excavation has been made for joints. Before making each joint, the ends of the pipes and all joint members shall be thoroughly cleaned. All jointing shall be done in strict accordance with the manufacturer's recommendations and the directions of the Engineer.

The contractor shall do all necessary pipe cutting and shall locate valves, fittings and fire hydrants in the exact positions indicated. He shall provide and use cutting tools of an approved type and in good order, so as to ensure clean, square cuts to exact measurements.

Installation of fittings and valves. All fittings and valves shall be set accurately true to and square with pipelines. Valve stems shall be accurately plumb. Fittings and valves shall be supported by approved blocking so as to ensure their remaining accurately in position during jointing and in such manner that their weight will not place undue strain on connecting pipe or joints. Valve boxes shall be set plumb, accurately centered with respect to the valve stem, well supported by solidly tamped earth and with their tops flush with the finished surface grade of the roadway or surface of the ground where set. Pipelines shall be rodded or thrust clocked at all bends greater than 10° and at all tees, plugs, valves and fire hydrants so as to prevent movement of the lines under pressure. A means of backflow prevention shall be provided on all water mains for fire service or where water backflow may occur. All domestic water service taps on fire lines shall be made outside the building and located in such a manner so as to minimize the possibility of stagnant water in the domestic water service.

Tapping of existing water mains.

Excavation and backfill shall conform to the requirements of subsurface structure excavation.

The tapping trench shall extend along the main a minimum of 2 1/2 feet from both sides of the connection and perpendicular to the main a minimum of 18 inches opposite the connection and a minimum of 48 inches in the direction of the connection. The tapping trench shall provide a minimum vertical clearance of eight inches beneath the main.

Taps shall be made on a 45° angle from the top of the main and shall conform to the Standard Detail. For safety reasons, no taps shall be made during rainy or inclement weather.

Hydrostatic testing.

Before new waterlines are put into service, the contractor shall provide the necessary equipment for and shall perform a pressure and leakage test in accordance with American Water Works Association (AWWA) standard, ANSI/AWWA C600, latest revision. The pressure test and the leakage test shall be conducted concurrently. The tests shall be performed in the presence of the Engineer. For pressure piping in trench, the test shall be conducted prior to the complete backfilling of the trench, unless otherwise permitted by the Engineer. For pressure piping in structures, the tests shall be conducted prior to the completion of any construction which would make it impossible or difficult to gain access to the pipe if found defective. The contractor shall test sections of the pipes between valves, where practicable or where ordered by the Engineer.

The contractor shall make the necessary arrangements with the owner for the procurement of water for the pressure and leakage tests, and for subsequent sterilization and shall furnish the necessary labor, pumps, valves, pressure gauges, water meters and all other equipment required for this purpose. Each section of pipe shall be slowly filled with water and the pipe shall be subjected to a hydrostatic pressure 150 psi and maintained for a period of two hours. The test pressure shall not vary by more than plus/minus five pounds per square inch (psi) for the duration of the tests. Before applying the specified test pressure, all air shall be expelled from the pipe through hydrants, blowoffs or any taps that may be necessary for the release of air, and blowoffs required for filling the line shall be furnished and installed by the contractor.

When the test pressure has been reached, the amount of make-up water to maintain the test pressure shall be measured. No pipe installed will be accepted until the amount of leakage does not exceed AWWA Standards, ANSI/AWWA C600, latest revision. Where sections of pipelines fail to meet this requirement, they shall be repaired, again maintained under pressure for two hours, and retested as necessary until these requirements are complied with.

Sterilization of pipe.

Before new waterlines are put into service, they shall be completely sterilized with chlorine. The chlorine shall be distributed into the new pipelines in such a manner that it shall reach all of the pipe and all fittings, valves and appurtenances.

The chlorine required shall be in the form of high test calcium hypochlorine (HTH) in tablet form. The number of tablets required per length of pipe shall be determined from the following table:

	Pipe Diameter
Length of Section (feet)	6-inch	8-inch	10-inch	12-inch
13	2	3	4	4
18	3	3	4	6
20	3	4	5	6

The required number of tablets should be fastened to the top of each length of pipe as it is laid using hot tar or Permatex No. 1 gasket cement or equal as the adhesive. Care should be taken to see that the adhesive only covers the side of each tablet so that as much surface as possible is exposed to the water when it is introduced into the main. Sterilizing dosage shall be sufficient to provide the equivalent of not less than 50 parts per million (ppm) of free chlorine to the entire contents of the pipeline or section thereof to be sterilized, and the chlorinated water shall be permitted to remain in the pipeline for a contract period of not less than 24 hours, at the end of which time the chlorine residual shall be at least 10 ppm. After sterilization, the water main or section shall be thoroughly flushed with clean water until the chlorine residual is not greater than 0.2 ppm and put into service. Any section of pipeline which is drained or emptied of water at any time or for any purpose in connection with this work, whether a newly laid pipeline or part of an existing water main system, shall be sterilized as above specified before being returned to service.

Other methods of sterilization may be used; however, prior approval of the Engineer in writing must be obtained prior to the test being performed.

Bacteria test.

After flushing has been completed, a chlorine test will be administered by the Burlington Township Water Division to determine that the residual is not greater than 0.2 ppm. At that time, a bacteriological sample shall be taken in accordance with the New Jersey Department of Environmental Protection Agency, Potable Water Standard's Bulletin PW-D-10, December 1970, by the developer as well as the Burlington Township Water Division.

The mouth of the valve, hydrant, blowoff, etc. shall be sterilized using a propane torch or equivalent and the water then allowed to flow for a period of not less than five minutes.

The standard sample shall be collected in sterile bottles, care being taken not to contaminate the neck of the bottle or stopper during collection.

This sample will then be delivered to a certified laboratory designated by the Engineer for analysis, or the sample collected by the certified lab.

(e)

Copies of the analysis shall be sent to the Engineer directly from the laboratories.

(f)

In the event that the laboratory analysis shows bacteria present, the line shall be rechlorinated, flushed, sterilized and a new sample taken until such time as the New Jersey Department of Environmental Protection, Potable Water Standard PW-D-10, December 1970, is met.

(g)

Prior to any public water supply system being accepted by the Engineer and the municipality, all of the requirements contained herein shall have been satisfied, and the contractor shall purge all new lines at each hydrant for a minimum of five minutes as directed by the Township Engineer.

Interruption of existing water service. Existing water service shall not be interrupted unless necessary for the completion of the work and then only in accordance with the requirements of the Burlington Township Water Division.

Any required chlorine and bacteria testing provided by the Burlington Township Water Division will be charged as determined by vendors supplying chlorine test kits and laboratories performing bacteria testing along with current labor costs.

§ 330-121 Sanitary sewers.

Materials.

Ductile iron pipe and fittings.

Ductile iron pipe shall be centrifugally cast and shall conform to the requirements of the American Water Works Association Specification C-151, as amended and revised to date.

Ductile iron pipe shall be Thickness Class 52. All ductile iron pipe and fittings shall be cement-lined in accordance with American Water Works Association Specification C-104, as amended.

Ductile iron pipe shall be provided with mechanical joints or shall be push-on "Tyton Joint" pipe as manufactured by the United States Pipe and Foundry Company, or approved equal, conforming to the American Water Works Association Specifications C-110 and C-111. All iron fittings, including Y-branches shall conform to American Water Works Association Specification C-110, latest revision, except that fittings shall be provided with joints suitable for use with the adjoining pipe. Ductile iron saddles shall be subject to the approval of the Engineer.

PVC (polyvinyl chloride) pipe fittings. PVC pipe and fittings shall conform to the requirements of the American Society for Testing Materials Specifications D-3034, SDR 26/35 for non-pressure sewer pipes. PVC fittings shall conform to the requirements of ASTM D-3034, SDR-35 for non-pressure sewer pipes.

Vitrified clay pipe and fittings.

Vitrified clay pipe and fittings shall conform to the requirements of the American Society for Testing Materials Specification C-700, as amended and revised to date. Vitrified clay pipe and fittings shall be extra strength.

All vitrified clay pipe and fittings shall have factory-fabrication, gasket-type couplings with O-ring joints which conform to the American Society for Testing Materials Specification C-425, as amended and revised to date.

Concrete. Any concrete required for cradles, pads, drop connections and manholes, and any other miscellaneous items shall be 4,000 psi conforming to the requirements set forth elsewhere herein.

Methods of construction.

Installation.

Pipe shall be laid in straight lines between manholes except when otherwise specifically provided or directed by the Engineer. When deviation from straight line is permitted, the deflection of each joint shall not exceed the manufacturer's recommended maximum for the type of joint and size of pipe being installed. All pipe shall be laid to uniform grades between manholes.

Before making each joint, the ends of the pipes and all joint members shall be thoroughly cleaned. All jointing shall be done in strict accordance with the manufacturer's recommendation and the direction of the Engineer.

No defective or leaking pipe, fittings, joints, connection, manholes or other parts of the work will be acceptable. All visible leakage of any description, and no matter where located, shall be corrected by the contractor in a manner satisfactory to the Engineer, whether or not the total leakage into the sewer is within the allowable maximum as determined by exfiltration tests.

Method of testing: deflection test for PVC pipe.

General.

This testing applies only to PVC pipe.

The Engineer may require that the contractor perform random deflection tests of pipe at designated locations between successive manholes.

All locations with excessive deflection shall be located, repaired and retested by the contractor at his own expense until the deflection is within the specified allowance.

Deflection allowance. The maximum allowable pipe deflection (reduction in vertical inside diameter) shall be 7 1/2%.

[5]

Deflection shall be measured using a go/no go mandrell conforming to dimensions specified by the Township Engineer. The go/no go mandrell shall be furnished by the contractor. An electronic deflectometer may be used in lieu of the go/no go mandrell subject to the Engineer's approval.

Procedure for using go/no go device.

Pulling of the device shall be done by hand. Do not use mechanical equipment to force the device through.

Pulling motion shall be smooth and easy to avoid jamming the device if an obstruction is encountered in the line.

The device shall have a line on each end to facilitate removal should it become obstructed in the direction of pull.

If the device stops, lightly pull on it to see if it will clear the obstruction. When it appears the device will not go forward, record the distance from the manhole at which the device is stuck and then pull the device back out.

Exfiltration tests.

Exfiltration tests shall be made under the supervision of the Engineer and no connections to flowing lines permitted until the testing is complete and satisfactory results have been obtained. The contractor shall furnish all labor, material and equipment necessary for the exfiltration tests.

Prior to the start of the exfiltration test, all construction work for the system under test shall be completed. This includes backfilling and completion of all manholes.

Air test procedures.

Test is conducted between two consecutive manholes, as directed by the Engineer.

The test section of the sewer lines is plugged at each end. One of the plugs used at the manhole must be tapped and equipped for the air liner connection for filling the line from the air compressor.

All service laterals, stubs and fittings into the sewer test section should be properly capped or plugged and carefully braced against the internal pressure to prevent air leakage by slippage and blowouts.

Connect air hose to tapped plug selected for the air inlet. Then connect the other end of the air hose to the portable air control equipment which consists of valves and pressure gauges used to control the air entry rate to the sewer test section and to monitor the air pressure in the pipeline. More specifically, the air control equipment includes a shutoff valve, pressure-regulating valve, pressure-reduction valve and a monitoring-pressure gauge having a pressure range from zero to five psi. The gauge should have minimum divisions of 0.10 psi and an accuracy of plus/minus 0.04 psi.

[5]

Connect another air hose between the air compressor (or other source of compressor air) and the air control equipment. This completes the test equipment set up. Test operations may commence.

[6]

Supply air to the test section slowly, filling the pipeline until a constant pressure of 3.4 psig[1] is maintained. The air pressure must be regulated to prevent the pressure inside the pipe from exceeding 5.0 psig.

Editor's Note: Pound-force per square inch gauge.

[7]

When constant pressure of 3.5 psig is reached, throttle the air supply to maintain the internal pressure above 3.0 psig for at least five minutes. This time permits the temperature of the entering air to equalize with the temperature of the pipe wall. During this stabilization period, it is advisable to check all capped and plugged fittings with a soap solution to detect any leakage at these connections. If leakage is detected at any cap or plug, release the pressure in the line and tighten all leaky caps and plugs. Then start the test operation again by supplying air. When it is necessary to bleed off the air to tighten or repair a faulty plug, a new five-minute interval must be allowed after the pipeline has been refilled.

[8]

After the stabilization period, adjust the air pressure to 3.5 psig and shut off or disconnect the air supply. Observe the gauge until the air pressure reaches 3.0 psig. At 3.0 psig, commence timing with a stopwatch which is allowed to run until the line pressure drops to 2.5 psig, at which time the stopwatch is stopped. The time required, as shown on the stopwatch, for a pressure loss of 0.5 psig is used to compute the air loss. Most authorities consider it unnecessary to determine the air temperature inside the pipeline and the barometric pressure at the time of the test.

[9]

If the time, in minutes and seconds, for the air pressure to drop from 3.0 to 2.5 psig is greater than that shown on Table 3 for the designated pipe size, the section undergoing test shall have passed and shall be presumed to be free of defects. The test may be discontinued at that time.

[10]

If the time, in minutes and seconds, for the 0.5 psig drop is less than shown in Table 3 for the designated pipe size, the section of pipe shall not have passed the test; therefore, adequate repairs must be made and the line retested.

Table 3 Time Requirement For Air Testing
	Time
Pipe Size (inches in diameter)	Minutes	Seconds
4	2	32
6	3	50
8	5	6
10	6	22
12	7	39
14	8	56
15	9	35
16	10	12
18	11	34
20	12	45
21	13	30

For larger diameter pipe use the following:

Minimum time in seconds = 462 x pipe diameter in feet.

	Notes for Table 3
	(a)	Pipe sizes with their respective recommended minimum times, in minutes and seconds, for acceptance by the air test method, as shown.
	(b)	For eight-inch and smaller pipe only: if, during the five-minute saturation period, pressure drops less than 0.5 psig after the initial pressurization and air is not added, the pipe section undergoing testing shall have passed.
	(c)	Multi-pipe-sizes: When the sewer line undergoing testing is eight-inch or larger diameter pipe and includes four-inch or six-inch laterals, the figures in Table 3 for uniform sewer main sizes will not give reliable or accurate criteria for the test. Where multi-pipe-sizes are to undergo the air test, the Engineer can compute the "average" size in inches, which is then multiplied by 38.2 seconds. The results will give the minimum time in seconds acceptable for a pressure drop of 0.5 psig for the "averaged" diameter pipe.

[11]

Adjustment required for groundwater. An air-pressure correction is required when the prevailing groundwater is above the sewer line being tested. Under this condition, the air test pressure must be increased 0.433 psi for each foot the groundwater level is above the invert of the pipe.

Procedures for making air-pressure correction.

Determination of groundwater elevation. Where groundwater is known to exist or is anticipated in the area before the air testing would be conducted, the following procedure shall be used at the time the sewer main and manholes are constructed.

Install a one-half-inch-diameter pipe nipple (threaded one or both ends, approximately 10 inches long) through the manhole wall directly on top of one of the sewer pipes entering the manhole with threaded end of nipple extending inside the manhole.

Seal pipe nipple with a threaded one-half-inch cap.

Immediately before testing, determine the groundwater level by removing the threaded cap from the nipple, blowing air through the pipe nipple to remove any obstructions, and then connecting a clear plastic tube to the pipe nipple.

Hold the plastic tube vertically permitting water to rise in it to the groundwater level.

[5]

After water level has stabilized in the plastic tube, measure vertical height of water, in feet, above invert of sewer pipe.

[6]

Determine air-pressure correction, which must be added to the 3.0 psig normal starting pressure of test, by dividing the vertical height in feet by 2.31. The result gives the air-pressure correction in pounds per square inch to be added.

[7]

Example.

[a]

If the vertical height of water from the sewer invert to the top of the water column measures 11.55 feet, the additional air pressure required would be:

	(11.55)	= 5 psig
	2.31

[b]

Therefore, the starting pressure of the test would be 3.0 plus five or 8.0 psig, and the 1/2 pound drop becomes 7.5 psig. There is no change in the allowable drop (0.5 psig) or in the time requirements established for the basic air test.

Lamping. Lamping of all gravity sanitary sewer lines shall be performed by the Engineer in accordance with the following requirements:

Lamping consists of visually examining the inside of a pipe between two consecutive manholes with the aid of a light and mirror.

A light is shown from one manhole towards the other manhole.

A mirror is held at the invert of the pipe and adjusted so the light and barrel of the pipe can be seen.

The barrel of the pipe shall have no vertical deflection and at least 75% of the barrel shall be visible in the horizontal direction.

(e)

In the event that lamping shows the pipe not laid true and to grade, it shall be repaired and be lamped as necessary until the lamping complies with these requirements.

Additional inspections. In addition to the visual and lamping inspections, the Township may employ the use of television cameras to inspect sewers after or during construction. If defective workmanship or materials are found, these shall be corrected and the cost of TV inspection paid for by the applicant. No TV inspection costs shall be assessed against the applicant if the workmanship and materials are found to be satisfactory.

Y-branches and service laterals.

Y-branches and service laterals which are not to be immediately connected to flowing lines shall be securely plugged with an approved type of plug which will provide a permanently watertight seal. Plugs shall be braced as shown on the Standard Detail. The contractor shall accurately record the station of each Y-branch placed and the direction of the Y. He shall also show the location of each Y-branch on his copy of the plans and permanently mark each location with a cross cut on the curb or a two-inches-by-four-inches stake driven at the plugged end of the lateral.

All lateral connections to existing sanitary sewer lines shall be installed with bolt-on-type saddles. unless otherwise specified by the Engineer.

Drop connections. Drop connections at manholes are shown on the Standard Details. Concrete cradles over existing pipe shall be constructed where and as directed by the Engineer. All concrete work shall conform to the requirements as set forth elsewhere herein.

(10)

Flushing of sewers. When so required by the Engineer, the contractor shall flush such newly completed sewers as may be designated by the Engineer in order to remove any foreign matter which may have accumulated therein during construction. The contractor shall furnish all labor, material, equipment and water necessary for flushing and shall provide for the disposal of water used for flushing.

(11)

Pump stations. Pump station design and specifications shall generally conform to the Burlington Township Standard Details and Specifications on file in the Burlington Township Engineer's Office.

§ 330-122 Storm drainage.

Storm drainage pipelines.

Materials.

Reinforced concrete pipe. Reinforced concrete pipe shall conform to the requirements of the American Society for Testing Materials Specification C-76, as amended and revised to date. Reinforced concrete pipe shall be Class 3, Wall B, except that reinforced concrete pipe with less than two feet of cover shall be Class 4, Wall B.

Corrugated metal pipe.

Corrugated metal pipe and pipe arch shall conform to the requirements of the American Association of State Highway Officials' specifications therefor, as amended and revised to date, and conform to the following gauge requirements:

Diameter (inches)	Gauge Aluminum	Gauge Corrugated Metal
15	14	16
18	12	16
21	12	16
24	12	14
30	12	14
36	10	12
42	10	12
48	10	10
54	8	10
60	8	8

For pipe diameters in excess of 60 inches the specific design shall be approved by the Engineer.

Corrugated metal pipe and pipe arch shall be fully bituminous-coated inside and outside in accordance with current American Railway Engineering Association Specifications and shall have bituminous paved inverts. The invert paving shall fill the valleys of the corrugations and cover the crests of the corrugations a minimum of 1/8 inch. For round pipe, the invert paving shall cover not less than 25% of the inside perimeter of the pipe, and for pipe arch, the invert paving shall cover not less than 40% of the inside perimeter of the pipe. Corrugated metal pipe shall be permitted only by specific written approval of the Township Engineer.

Concrete. Four-thousand-psi concrete conforming to the requirements set forth elsewhere herein shall be used for the construction of concrete cradles and in making connections to existing drainage structures.

Methods of construction.

Excavation and backfill. Excavation and backfill shall conform to the requirements for subsurface excavation. The contractor shall provide adequate equipment and so operate it as to maintain an essentially dry excavation, stable trench bottoms, suitable working conditions and protection from water damage throughout and until the completion of the work.

Pipe shall be laid in straight lines between drainage structures except when otherwise specifically provided. When deviation from a straight line is permitted, the deflection of each joint shall not exceed the manufacturer's recommended maximum for the type of joint and size of pipe being installed. All pipe shall be laid to uniform grades.

Each section of pipe shall be solidly bedded in the trench bottom and shall be supported for its full length except where excess excavation has been made for joints. Before making each joint, the ends of the pipes and all joint members shall be thoroughly cleaned. All jointing shall be done in strict accordance with the manufacturer's recommendations. Joints of tongue-and-groove pipe shall be filled with mortar around their entire circumference. Mortar shall be 1:2 cement to sand.

No defective or leaking pipe, joints, connections, manholes, inlets or other parts of the work will be acceptable. All visible leakage of any description, and no matter where located, shall be corrected by the contractor in a manner satisfactory to the Engineer.

Except when necessary to maintain a flow, storm drains shall not be placed in an embankment until the embankment has been constructed and consolidated to a proposed finished grade or subgrade or to an elevation of not less than three feet above the proposed top of pipe, whichever is lower. After an embankment has been so constructed, trenches for storm drainage shall be excavated as hereinabove specified.

Flushing of storm drains. When so required by the Engineer, the contractor shall flush such newly completed storm drains as may be designated by the Engineer in order to remove any foreign matter which may have accumulated therein during construction. The contractor shall furnish all labor, material, equipment and water necessary for flushing and shall provide for the disposal of water used for flushing.

Existing pipes and structures. The locations of existing pipes and structures shown on the plans are approximate, and before construction, the contractor shall determine the exact locations of all existing pipes and structures in the vicinity of the proposed work. Connections to existing pipes and structures shall be made in a manner satisfactory to the Engineer.

Underdrains.

Materials for underdrains shall conform to the New Jersey State Highway Department Standard Specifications as designated below:

Pipe and fittings: Sections 913.05, 913.07, 913.10, 913.12.

Coarse aggregate: (broken stone or washed gravel) Section 901.14.

Salt hay: Section 919.13.

Filter fabric: Section 919.06.

(e)

Cast-iron soil pipe for cleanout: Soil Pipe Institute Specifications HS-67.

(f)

Mortar: 1:2 cement-sand.

Method of construction. All construction shall be governed by Sections 601.03 and 601.04 of the New Jersey Department of Transportation Standard Specifications.

Detention basin.

Materials. Materials for retention basins shall conform to the New Jersey State Highway Department Standard Specifications as designated below:

Embankment. Material obtained from project excavation, free from weeds, roots, stumps, pavement, concrete or other debris.

Sod: Section 909.8.

Concrete for drainage swale (if required, 4,000 psi at 28 days air-entrained concrete).

Rip-rap: six inches stone for relief swale and headwalls.

Methods of construction. All construction shall be governed by the New Jersey State Highway Department Standard Specifications except as otherwise permitted by the Engineer.

Manholes, inlets and catch basins.

Materials.

Concrete. Concrete shall conform to the requirements specified elsewhere herein.

Concrete block, clay or shale, mortar, and castings (gray iron) shall conform to Section 603 of the New Jersey State Highway Department Standard Specifications, latest addition.

Ladder rungs. Ladder rungs shall be fabricated of cast iron or aluminum conforming to current American Society for Testing Materials Specification A-207, and shall be subject to the approval of the Engineer.

Method of construction.

Excavation and backfill. Excavation and backfill shall conform to the requirements of Subsurface Structure Excavation, Section 207, and below.

Installation.

Manholes, inlets and catch basin shall be constructed in accordance with the Standard Details. Unless otherwise specified or directed, manholes, inlets and catch basins may be constructed of either concrete block or four-thousand-psi concrete. The foundations for all manholes, inlets and catch basins shall be four-thousand-psi concrete.

Concrete construction shall conform to applicable requirements elsewhere herein.

Concrete blocks shall be laid with vertical joints staggered. Joints shall be not more than 1/2 inch thick and shall be completely filled with mortar. The masonry shall be carried to such a height that a mortar joint not more than 1/2 inch thick will be required for setting the head castings without using split blocks. Outside walls shall be plastered with a five-eighth-inch-thick coat of mortar, troweled to a smooth finish.

Outside walls of sanitary sewer manholes shall receive two coats of an approved coal tar pitch.

§ 330-123 Subsurface structure excavation.

Materials. No materials are involved.

Methods of construction.

Excavation.

Excavation shall not be carried below the required level except where unstable soil is encountered. Whenever excavation has been made below the required level it shall be replaced with three-fourth-inch crushed stone and shall be thoroughly tamped. The Engineer shall determine the depth of removal of unstable soil encountered.

Excavation for manholes and other structures shall have a twelve-inch minimum clearance and twenty-four-inch maximum clearance on all sides. The width of trenches for a pipe shall equal the pipe's outside diameter plus two feet unless otherwise provided by the Engineer. Rocks and boulders present in excavation shall be removed within six inches of pipe. Excavations shall be confined within the narrowest possible limit and made as nearly as possible in a vertical line, and any sheathing, shoring, bracing and timbering which is necessary to obtain this result shall be done as hereinafter specified. Preliminary excavation shall be made only to a depth of three inches above the final depth of any trench or other excavations. The remaining depth shall be carefully excavated, shaped and formed with hand tools immediately preceding laying of pipe or placing concrete. Trench bottoms shall be accurately formed to receive and support the bottom of the barrel of the pipe. Additional excavation shall be made in pipe trenches at the pipe joints and to prevent any possibility of a pipe resting on the bell rather than the barrel.

Grading. Ground adjacent to the excavations shall be graded to prevent water from running in. The contractor shall remove any water accumulating in excavations by pumping or other suitable means.

Bracing, shoring, sheeting. The contractor shall do all bracing, shoring and sheeting necessary to prevent failure of the banks of the excavation and to protect the work, workmen, public, underground and aboveground utilities and structures, pavements and public and private property. No bracing, shoring or sheeting shall be placed below the bottom of the pipe or structure unless approved by the Engineer. Shoring, sheeting and bracing of any kind shall be withdrawn as the backfilling proceeds, except that the Engineer may require such bracing to be left in place if it has been placed below the bottom of any structure or pipe, or if he deems it necessary in order to protect adjacent structures, utilities or property.

Dewatering. The contractor shall provide, install and operate an adequate well-point system for dewatering when necessary to stabilize trench bottoms and banks or other excavations or when necessary to protect the work, workmen, public, underground and aboveground utilities and structures, pavements, and public and private property. The well-point system or portions thereof shall be removed by the contractor upon the completion of backfill, and the holes remaining from the points shall be backfilled and thoroughly tamped.

Backfilling. After the structure has been completed, inspected and approved, or, in the case of pipe, after each joint has been made, inspected and approved, backfill shall proceed immediately. When pipe has been laid, this shall be done in six-inch layers of loose granular material free from stones, each layer thoroughly tamped, to a height of 24 inches above the outside top of pipe. The remainder of the trench and the entire excavation for all structures other than pipe shall be backfilled in twelve-inch layers, loose measure, each layer thoroughly tamped. Dampening of the material to be tamped may be required by the Engineer.

Compacting of soil. Compaction shall conform to Section 203.07 of the New Jersey State Highway Department Standard Specifications, except that puddling will not be permitted.

§ 330-124 Recreational facilities.

General. Prior to preliminary approval, the applicant shall submit for approval by the Engineer the manufacturer's descriptive data and supporting information for all recreational equipment. All equipment shall be "Gametime" or of equal quality.

Tot-lots. Tot-lots shall be a minimum size of 60 feet by 60 feet (exclusive of area required for fencing and screening or other ancillary facilities) and shall contain, as a minimum, the following improvements:

Four-foot-high chain link fence with gate and screening bordering residential properties.

Two benches.

Two table-and-bench sets.

Ground under and adjacent to play equipment to be covered with six-inch sand.

One Timb "R" Scape Model No. 6221 by Gametime or approved equal.

One merry-go-round (ten-foot-diameter minimum).

One sandbox (minimum size 20 feet by 20 feet).

Tennis courts. Tennis courts shall be regulation size and shall contain, as a minimum, the following requirements.

Two-and-three-fourths-inch-outside-diameter posts set in concrete with heavy-duty cotton twine net with canvas binding.

The courts shall be surrounded with twelve-foot-high chain link fence and buffer plantings as approved by the Planning Board.

One bench per court.

Night lighting with timers, which equipment shall be Musco-Sportcluster 2 with Level 8 Spill Glare Control Modification or of equal quality.

The courts shall be four inches of bituminous stabilized base course on a properly prepared subgrade accepted by the Township Engineer, 1 1/2 inches FABC leveling course, and a one-inch SP-1 top course, and shall be coated with colored sealer. The sealer shall be "Laykold" as manufactured by Chevron, or an equivalent as approved by the Township Engineer.

Basketball courts. Basketball courts shall be a minimum size of 35 feet by 60 feet and shall contain, as a minimum, the following requirements:

Two regulation backstops with nets.

The courts shall be four inches of bituminous stabilized base course on a properly prepared subgrade acceptable to the Township Engineer, and a one-and-one-half-inch FABC top course.

Night lighting with timers, which equipment shall be Musco-Sportcluster 2 with Level 8 Spill Glare Control Modification or of equal quality.

Multipurpose fields. Multipurpose fields shall be a minimum size of 250 feet by 420 feet (exclusive of area required for fencing, screening, parking facilities, or other ancillary facilities) and shall contain, as a minimum, the following improvements:

Completely grassed fields.

Baseball backstop in one corner of site.

Football goalposts made of pipe at each end of the field.