Town of Chenango, NY Sanitary Sewers

Pipe and fittings materials. Material for pipe and fittings shall be in accordance with the following schedule:

Pipe Material	Standard	Class
Ductile iron	ANSI A21.51
Reinforced concrete¹	ASTM C-76	As specified
Cast iron^2,3	ASA A21.6,	As specified
	ASA A21.8 and ASA A21.10
Cast-iron soil	CISPI HS or CISPI 301	Extra-heavy
PVC	ASTM D3034	SDR 35
Vitrified clay	ASTM C700

NOTES:
¹	Only circular reinforcement will be permitted. Special designed pipe noted as Class VI shall have the following minimum three-edge-bearing test loads:
	D -	Load to produce a one-hundred-inch crack: 3,000.
	D -	Load to produce ultimate failure: 4,500.
²	Fittings for push-on joint pipe shall be mechanical joint fittings or push-on joint fittings conforming to the American Standards Association, except for joints, which shall conform to Section 11-2.3 of ASA A21.11.
³	All pipe and fittings shall have a cement mortar lining conforming to the requirements of ASA Standard A21.4 but having twice the thickness specified therein.

All pipe made of any one material shall be from one manufacturer for an entire sewer installation.

Pipe joints. All pipe joints shall be of a flexible type and shall be in accordance with the following schedule:

	Pipe Material	Standard
	Concrete¹	ASTM C443
	Reinforced concrete	ASTM C361
	Vitrified clay²	ASTM C425, Type III
	Cast iron³	ASA A2.11
	Cast-iron soil⁴	ASTM C564, CISPI 301 or as noted
	PVC	ASTM 3212

	NOTES:
	¹	Pipe joints shall be designed to meet the shear loading requirements of ASTM C425.
	²	Section 7 of ASTM C425 is modified by the requirements specified hereinafter.
	³	Where tied joints are required, they shall be designed to resist the tensile loads, including water hammer. Anchorages and pipe shall be proportioned accordingly.
	⁴	Rubber rings shall conform to ASTM D1869 and shall be of the oil-resistant type.

Strength tests shall be in accordance with the following schedule:

Pipe Material	Standard	Test Method	Number of Tests* (percent)
Reinforced concrete	ASTM C76	Three-edge	1.0
Vitrified clay	ASTM C301	Three-edge	0.5
Cast iron	USASI A21.6	Ring	1.5
Cast-iron soil	CISPI HS	Transverse bend	1.5

	NOTE:
	*Percentage applies to the number of pipes of each size and class to be furnished. There shall be not less than two tests for each size and class.

§ A75-49 Pipe laying.

All pipe and fittings shall be installed to the lines and elevations shown on the drawings approved by the Town Engineer and in accordance with the manufacturer's requirements. In general, all pipe shall be laid in accordance with the requirements of ASTM C12. Suitable tools and equipment shall be used for proper handling, storage and laying of pipe and fittings. In order to avoid damage to interior coatings of pipe, lifting hooks or bars shall not be inserted therein. Each pipe and fitting shall be checked by the installer for defects and injuries as laying proceeds. Imperfect pipe material shall be rejected and removed from the work. Pipe found to be defective after laying shall be cut as required to meet required stations. Where pipe must be cut to fit as closing pieces, such cuts shall be evenly and squarely made in a workmanlike manner with approved equipment. Injury to linings and coatings shall be satisfactorily repaired. All pipe joints shall be made in accordance with the manufacturer's recommendations. Unless otherwise permitted, all finished joints of all kinds of pipe shall be left exposed, and the Town Engineer shall be notified to inspect the joints, which shall be subject to the Town Engineer's approval.

Pipe flotation. Whenever there is a danger of pipe trenches being flooded prior to placing backfill, the pipe shall be filled with water or adequately braced to the sheeting to prevent flotation. The owner shall be responsible for re-laying any pipe damaged or moved from the proper line and grade.

Sewer to be kept clean. The interior of the sewer shall be cleaned of dirt, cement and superfluous materials of every description and kept clean as the next section is installed and shall be provided with temporary covers fitted to the pipe so as to exclude earth and other materials. On completion of the sewer, the lower end shall be securely closed by an approved bulkhead or plug, which shall be removed only on order of the Town Engineer.

Pipe bedding and backfill for the type of pipe used shall be in accordance with Standard Details for the Town of Chenango.[1] Pipe shall be laid on frozen ground.

[1]

Editor's Note: The Standard Detail Drawings are included at the end of this chapter.

Pipe laying shall begin at the lowest point and progress upgrade with bells also laid upgrade.

Any pipe damaged by handling or which is found to be defective in any respect is to be rejected.

Joints shall be assembled in accordance with the pipe manufacturer's instructions and recommendations as interpreted by the Town Inspector.

Lubricants, where required for joints, shall be the type and make recommended by the pipe manufacturer.

Excavation and earthwork.

Cleaning and grubbing. Areas to be excavated or filled areas to be used for the storage of excavated material and areas on which pavements or other structures will be constructed shall be cleared of all trees, brush, hedges, shrubs, rubbish and other objectionable matter. Such material shall be disposed of in an approved manner.

Stripping. After cleaning and grubbing, all topsoil and other organic material shall be stripped within the limits to be graded, excavated or filled. A minimum of six inches of material shall be removed from all approved areas. All material removed shall be deposited beyond the limits of the work. The material which is of acceptable quality for use in the work, such as topsoil, shall be kept separate from other excavated material and protected and maintained until needed. All other stripped material shall be considered as surplus and shall be disposed of in an approved manner.

Excavation. "Excavation" shall mean the removal from a place of all materials, including soil, structures above and below ground, rock, topsoil, boggy water, rubbish, ashes, cinders or organic materials, such as peat or humus.

(4)

Limit of excavations. Excavations shall be carried to the dimensions and depths indicated by the standard details.

(5)

Explosives and blasting. All state, municipal and other regulations regarding the composition, transportation, storage and use of explosives shall be strictly complied with. The quantity of explosives kept on hand shall not exceed the amount that is necessary to avoid delay in the work. The composition of explosives shall be such as to cause the least amount of injurious fumes. Blasting shall be done with light charges sufficient to loosen the rock without damaging the adjoining or nearby property or cracking or damaged rock upon or against which masonry is to built.

(6)

Responsibility of owners in blasting. The owner will be held responsible for all claims for damage caused by blasting. He shall satisfactorily cover all shots and open-cut excavations and shall take extra precautions when required by the Town Engineer, and he shall at all times exercise caution to prevent accidents.

(7)

Dewatering. The owners shall provide, operate and maintain satisfactory facilities and equipment, including well points, if necessary, with which to collect all water entering excavations or other parts of the work to suitable places for disposal. All excavating shall be kept free of water until the work or structure to be built therein is completed. Approved settling basins and sumps shall be provided for catching and temporarily holding water containing mud, clay, sand or other material in suspension pumped from excavations. Such basins shall be large enough to allow storage time for the settlement of such suspended matter. The settled material shall be cleaned out frequently and disposed of. Lowering of groundwater to the injury or detriment of other structures shall be part of the owner's risk and responsibility. Any structure damaged as a result of lowering of groundwater shall be repaired or replaced to the satisfaction of the owners thereof.

(8)

Storage and disposal. Excavated material which is suitable and approved for backfill and fill shall be placed in storage piles unless or until it can be placed in the work. It shall not be placed close to the sides of excavations, where the weight of the material could create a surcharge on such sides, whether sheeted or not. Excavated material in excess of that required for backfill, fill or other purposes, including any stored surplus and material unsuitable for backfill or fill, such as organic matter, boggy, peaty humus, silt, rubbish, waste, ashes, cinders, rocks and stones whose greatest dimension exceeds six inches, shall be disposed of by the owner. All work areas shall be restored and left in as good condition as before commencing the work, including the reseeding of improved grassed areas.

(9)

Borrow material. Where material additional to that available from the work is required for backfill and fill or other purposes, it shall be obtained by the owner from outside sources. Borrow material shall be subject to approval by the Town Engineer.

(10)

Backfill and fill. All backfill and fill, unless otherwise specified, shall consist of suitable and selected approved earth from storage of approved excavated soil, free from rejected organic matter, boggy, peaty humus or other unsuitable material, such as silt, rubbish, waste, ashes or cinders. If sufficient suitable material for backfill and fill is not available from the excavated material, as determined by the Town Engineer, the owner shall procure elsewhere a sufficient quantity of suitable material and shall furnish and place such material. Frozen earth shall not be used for backfill and fill. All rocks and stones more than six inches in the largest dimension shall be removed from accepted earth for backfill and fill.

(11)

Placing and compacting backfill and fill.

(a)

Backfill and fill shall be made to the slopes, grades and elevations as required.

(b)

Backfill shall not be placed until the structure has been inspected and placed and approved by the Town Engineer. Backfilling shall be carried out as soon as possible after such approval.

(c)

The extent of pipe trench kept open shall not exceed 300 linear feet while construction work is progressing and shall not exceed more than 100 linear feet at the end of each working day.

(d)

Pipe trenches shall be backfilled with foundation material to the center line of the pipe. Care shall be taken to place and compact foundation material under pipe haunches, and the material shall be firmly compacted by approved flat-faced mechanical tampers.

(e)

No frozen earth shall be used for backfill and fill, nor shall backfill and fill be placed upon frozen materials.

(f)

Backfill from the top of the foundation material to a height of 12 inches above the top of the pipes shall be made with earth free from stones or rock fragments larger than two inches. Such backfill shall be uniformly placed in layers of not more than six inches uncompacted thickness and shall be compacted with approved flat-faced mechanical tampers. Special care shall be taken so as not to damage or displace the pipe.

(g)

All backfill more than 12 inches above the top of pipes shall be made with earth free from stones or rock fragments larger than six inches. Such backfill shall be placed in layers of not more than 12 inches uncompacted thickness and shall be compacted with flat-faced mechanical tampers or vibratory compactors, depending upon the backfill material, as approved by the Town Engineer.

(h)

The density of all backfill shall be at least equal to that of the adjacent undisturbed soil so as to avoid future unequal settlement. The moisture content of the backfill material shall be such that proper compaction shall be obtained. Puddling for compaction will not be permitted, except with coarse to medium granular materials.

(i)

Where sheeting is withdrawn, all cavities left thereby shall be filled with suitable granular earth, hosed or tamped in place so as to fill all voids thoroughly.

(j)

Backfill and fill shall be carried to a subgrade that permits topsoil or paving of the required depth to be placed to bring it to the finished grade. As far as practicable, the underlying backfill shall be given time to settle, through several heavy rains or by artificial wetting, before the topsoil or pavement is placed.

(k)

The owner shall provide approved materials as required to compensate for settlement of backfill and fill for a period of one year.

(12)

Foundation material. Foundation material shall consist of hard and clean gravel or crushed stone. It shall be free from any considerable amount of laminated or elongated particles and shall be free from shell, clay, limestone, shale or other deleterious matter. Gravel or crushed stone shall be graded from 1/4 to 3/4 inch in size. Foundation material shall be placed and firmly compacted by mechanical compacting equipment.

§ A75-50 Manholes and appurtenances.

Materials.

Precast concrete manholes shall conform to the requirements of ASTM C478, except that joints shall conform to the requirements of ASTM C433, with O-ring gaskets conforming to ASTM C361.

Mortar shall consist of two parts Portland cement and five parts sand, thoroughly mixed in the required proportions before adding water.

Grout shall consist of Type I or II Portland cement and fine sand and shall contain a compound that will eliminate shrinkage of the grout. The nonshrink grout compound shall be equal to Sika-Kemox-G metallic grout and shall be used in strict accordance with the manufacturer's recommendation.

Construction. Manholes shall be constructed in accordance with the standard detail sheets. The waterways of all manholes shall be formed of the same sizes and shapes as the pipes to which they connect. Changes in diameter shall be made gradually and evenly. Special care shall be taken to form channels that will provide the best hydraulic conditions for smooth flow. Steel trowel finish shall be provided. Slopes shall be provided on the benches adjacent to the waterways as shown on the standard details. Masonry for shallow manholes and for adjustment of the height of manhole chimneys shall be laid in a full bed of mortar with mortar spread on the sides, and ends of each unit shall be filled solidly as the work is carried out. The inside of the brick or block shall be rubbed with a burlap sack to clean it of spilled mortar. The exterior surface of the brick or block shall be plastered with a one-half-inch layer of mortar. Particular care shall be taken to secure watertight joints between the manhole chimney and the concrete on which it rests.

Manhole frames and covers shall be of the best quality, close-grained, gray iron castings conforming to the requirements of ASTM A48, Class 30. Standard manhole frames and covers shall be equal to Syracuse Castings Sales Corporation Pattern No. 11040B. Covers shall bear the word "sewer." Letters shall be two-inch Gothic. Covers on manholes on the discharge end of force mains and on manholes adjacent to any pumping station shall be provided with four three-fourths-inch vent holes equally spaced. The casting shall be free from faults, sponginess, cracks, blowholes and other defects affecting their strength and shall be properly cleaned and coated with a waterproof asphalt applied by immersion while the castings are hot. Frames and covers shall be machined to ensure a nonchattering fit. Manhole frames shall be set to grade on a full bed of grout.

Manholes shall be tested individually by filling with water, and after a presoak period, the leakage rate shall be no greater than 0.08 gallon per hour per vertical foot of manhole.

Sewage lifts stations, disposal works and appurtenances shall be designed and constructed to afford a maximum of dependability and efficiency in operation and maintenance and shall be approved by the Town's Engineer. Two copies of as-built drawings of these facilities, together with all manuals and descriptive literature, shall be furnished by the Town Clerk before the facilities will be accepted by the Town.

§ A75-51 Building sewers.

Building sewers.

A building sewer shall be extended from the public sewer to within five feet of the inside face of the building foundation in a location which permits ready connection to the building drain. Building sewers shall be subject to review by the Town Engineer as to suitability of location, depth and slope. The actual location of the end of the building sewer shall be indicated on the working drawings filed with the Town Engineer. Residential building sewers shall be uniformly four inches in diameter from the cast-iron soil pipe. Adaptors shall be used where required.

Building sewers for commercial installations. Building sewers for commercial installations shall be not less than four inches in diameter from the public sewer to building line and shall be constructed of the materials specified hereinbefore. Building sewers for commercial installations shall be subject to review by the Town Engineer as to their suitability, and such changes shall be made as shall be required, depending on the extended usages and flow requirements.

Bends. All major bends in building sewers shall be by standard fittings. Minor deflections may be made in building sewers without the use of fittings. Fittings shall demonstrate the same strength characteristics as the building sewer. Through the foundation wall there shall be a minimum four inches extra-heavy cast iron soil pipe. Inside the building at the end of the building sewer there shall be provided a minimum four-inch cleanout type. In no instance shall there be any correction to the building sewer on the street side of the cleanout. Any building sewer having bends greater than 1/16 shall have adequate cleanouts at such bends and also at intervals no greater than 100 feet apart. The size of building sewers shall be determined by computed flow.

Requirements.

Building sewers shall be laid at a uniform grade of not less than 1/8 inch per foot. The provisions of excavation and trenching included in these specifications shall apply to building sewer construction.

All building sewers shall be laid on a uniform ascending grade from the minimum and maximum acceptable grades:

Building Sewer (inches)	Minimum Grade (percent)	Maximum Grade (percent)
4	1	20
6	0.65	12
8	0.40	9

Risers shall be used where the public sewer is deeper than 14 feet below grade.

(4)

Residential building sewers shall be PVC pipe (SDR 35 conforming to ASTM 3034).

Connection at sewer.

The connection of the building sewer to the main sanitary sewer shall be made at the wye provided for this purpose. This connection shall not be made at any other point without special permission from the Inspector.

Authorization. Building sewers and connections may be installed during the construction of the sanitary sewer system, in conformity with this local law; provided, however, that the connection to the house or building shall not be completed and no sewage or other liquids shall be drained from the building sewer into the trunk sewer until the sanitary sewer system is completed, except in cases where specific authorization is granted by the Inspector. Watertight caps or plugs shall be provided for building sewers not connected to the building drains.

Trench. The trench for house connections shall be open to its full depth for the entire length before any pipe is laid therein. No backfilling shall be made until the work is inspected and approved by the Inspector for the district. Any building sanitary sewer line shall not be located closer than five feet from any weather service pipe.

§ A75-52 Tests for sanitary sewers.

All sewers shall be tested for watertightness in the presence of the Town Inspector and shall meet the requirements set forth below before final acceptance of the work. The subdivider shall furnish all necessary applicants and make the tests at his own expense.

A lamp light shall be clearly visible between manholes.

Immediately prior to all tests, the contractor shall determine the groundwater elevation, and this data shall be recorded as part of the test information.

Localized or spurting leaks of any volume detected in sewers shall be permanently stopped.

The entire sewer line shall be tested by the exfiltration test or the low-pressure air method.

Field tests.

(a)

The owner shall furnish all labor, testing equipment and materials and shall perform the tests described herein under the supervision of and to the satisfaction of the Town Engineer.

(b)

Alignment and openness of joints shall be checked with reflected sunlight and flashlights. The pipe shall be true to both line and grade, shall be free of cracks and protruding joint materials and shall be clean.

(c)

Exfiltration and infiltration tests shall be conducted on completed sections of the sewers, not to exceed 1,000 feet in length, and each test duration shall not be less than eight hours. Shorter test sections may be required for sewers laid on steep grades. All required pumping shall be carried out.

(d)

Sewer pipes shall first be tested for exfiltration. Plugs shall be provided in manholes to isolate the test sections. The pipe and manholes shall be filled with water to provide at the high points of the test section a minimum head of five feet above groundwater or the top of the pipe, whichever is higher. Approved standpipes or test pits shall be provided to check the groundwater levels. This level must be maintained for the duration of the test. Volumetric measurements of the water added shall be made. Exfiltration shall be limited to a maximum of 20 gallons per day per inch of internal diameter per 1,000 feet of pipe.

(e)

Upon completion of the exfiltration tests, sewer pipes shall be tested for infiltration. Groundwater levels shall be permitted to return to their normal levels prior to testing. Infiltration shall be checked using weirs, gauges and other measuring devices approved by the Town Engineer. Temporary bulkheads shall be provided to shut off all flow from above the section to be tested, and pumps shall be provided downstream from the weir, in order to assure a free fall over the weir at all times for the duration of the test. Infiltration shall be limited to a maximum of 20 gallons per day per inch of internal diameter per 1,000 feet of pipe. In addition, the owner and the Town Engineer shall together inspect the interior of all pipe in wet weather, and all obvious leaks shall be repaired even though the total infiltration meets the requirements. For the purpose of determining the maximum permissible infiltration and exfiltration, an allowance of 1/2 gallon per manhole hour shall be assumed. However, no allowances shall be made for the various levels of building sewers. If infiltration or exfiltration exceeds the specified amounts, the owner shall do whatever is necessary to reduce the infiltration and exfiltration within the specified limit. Force mains shall be bulkheaded as required and tested for leakage at a constant test pressure 10 pounds per square inch higher than the anticipated working pressure of the pipe under operation. The duration of the test shall not be less than four hours. Leakage shall not exceed 2 1/2 gallons per hours per inch of internal diameter per mile of pipe.

Low-pressure air method.

(a)

All branch fittings shall be securely plugged to withstand the internal test pressures. The section of line being tested shall also be securely plugged at each manhole. All stoppers shall be adequately braced when required.

(b)

Air shall be slowly supplied to the plugged pipe line until the internal air pressure reaches 4.0 pounds per square inch greater than the average back pressure of any groundwater that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before proceeding further.

(c)

The pressure shall then be allowed to decrease to 3.5 psi, at which time a stopwatch shall be started. At the end of the holding time on the Table for Sanitary Sewer Low-Pressure Air Test shown in the Standard Detail Drawings,[1] the pressure drop shall be recorded. The pipe line shall be considered acceptable if the pressure has not dropped below 2.5 psi.

[1]

Editor's Note: The Standard Detail Drawings are included at the end of this chapter.

(d)

Should any leaks, defective joints or defective construction be found, they shall be promptly made good, and should any defective pipes or fittings be discovered, they shall be removed and replaced with sound pipes or fittings in a satisfactory manner at the subdivider's expense.

§ A75-53 (Reserved)

§ A75-54 Sanitary sewer utility plan.

A reproducible Mylar and two copies of the as-built sanitary sewer system showing the identification of all structures by number, the location of all structures and miscellaneous appurtenances, size, type of construction material and slope of pipes with invert and top of cover elevations at structures to the nearest tenth of a foot, including and the recording of the location of all lateral wyes and lateral end markers with ties, all in accordance with good engineering practice, shall be furnished by the Town Clerk before the system will be accepted by the Town.

Sanitary sewer utility plan requirements.

Sheet size shall be 22 by 36 inches minimum.

Scale shall be one inch equals 100 feet.