Town of East Fishkill, NY Standards for Sewer Construction

Where excavations are made with vertical sides which require supporting, the sheeting and bracing shall be of sufficient strength to sustain the sides of the excavations and to prevent movement which could in any way injure the work or diminish the working space. Timber for sheeting and bracing shall be rough, square-sawed of any grade having the requisite strength for the purpose intended and shall not split in driving or fabrication. Steel sheet piling shall conform to the requirements of ASTM A-328. Piping shall be of an interlocking pattern and shall be of adequate weight and section to withstand the loads imposed. The owner shall furnish drawings showing sheeting and bracing methods. For excavations over 12 feet in depth, the owner shall certify to the Engineer that the sheeting and bracing design has been checked and approved as adequate and in accordance with existing laws and regulations by a licensed professional engineer, and that sheeting and bracing has been constructed in accordance with the design which was checked and approved by the owner's engineer. Upon request by the Engineer, the owner shall furnish computations and substantiating data for review. Certification for design shall be submitted prior to placing any sheeting and bracing, and certification for construction shall be submitted immediately after sheeting and bracing has been constructed.

Where the owner does not propose to sheet and brace excavations, he shall submit a drawing indicating the side slopes he proposes to maintain, and have those slopes certified by the owner's engineer as being safe and in accordance with existing laws and regulations. Upon request by the Engineer, the owner shall furnish design computations and substantiating data for review. If the owner elects to construct trenches using soldier beams and horizontal lagging, all such sheeting and soldier beams more than two feet below the finished surface shall be left in place.

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 damaging rock upon or against which masonry is to be built. Whenever, in the opinion of the Engineer, blasting is liable to injure the rock upon or against which masonry is to be built, blasting shall be discontinued and the loosening of the rock continued by wedging and barring or other approved methods. Rock near structures liable to be damaged by blasting shall be loosened by approved means. Licensed blasters shall be employed.

[Amended 1-12-1989 by L.L. No.1-1989]

Responsibility of owner 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 Engineer, and shall at all times exercise caution to prevent accidents.

Dewatering. The owner 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 excavations 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 in conformity with all governing agency regulations. Lowering of groundwater to the injury or detriment of other structures shall be part of the owner's risk and responsibility. The owner shall repair or replace to the satisfaction of the owner any structure damaged as a result of lowering of groundwater.

[Amended 1-12-1989 by L.L. No. 1-1989]

Storage 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.

Borrow. Where additional material 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 Engineer.

Backfill and fill. All backfill and fill, unless otherwise specified, shall consist of suitable and selected approved earth, generally 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 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.

Placing and compacting backfill and fill.

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

Backfill shall not be placed until the structure has been inspected in place and approved by the Engineer. Backfilling shall be carried out as soon as possible after such approval. The extent of pipe trench kept open shall be kept to a minimum. Backfill and fill shall be placed in layers not more than 12 inches thick, except as specified otherwise by the Engineer. Each layer shall be compacted thoroughly, evenly and in such manner to provide practically unyielding surfaces. The moisture content of the materials shall be such that proper compaction shall be obtained.

Trenches shall be backfilled to a depth not less than 12 inches above the top of the pipe or other structure therein for the full width of the trench. Such backfill shall be uniformly placed on each side of the pipe in six-inch layers where it is required and firmly compacted by approved mechanical tamping equipment. Care shall be taken not to damage the pipe or structure.

(4)

After a compacted coverage of 12 inches has been made, the remainder of the trench shall be compactly filled in an approved manner to a density of at least equal to that of the adjacent undisturbed soil, so as to avoid future unequal settlement. Puddling for compaction will not be permitted except with coarse to medium granular materials. Bulldozing of backfill material into trenches will be prohibited unless it is done in uniformly spread layers not over 12 inches thick or six inches thick under pavements, and each layer immediately machine tamped. 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. Backfill and fill shall be carried to a subgrade which 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 and fill shall be given time to settle through several heavy rains or by artificial wetting before the topsoil and paving is placed.

(5)

All material shall be compacted to 95% standard proctor density (per ASTM: D698 method). If any compaction is questioned by the Engineer, the owner shall supply test results to verify the compaction.

[Added 1-12-1989 by L.L. No. 1-1989]

Foundation material. Foundation material shall consist of hard and clean gravel or crushed stone. It shall be free from any considerable amount of flat, laminated or elongated particles and shall be free from shells, clay, limestone, shale or other deleterious matter. Gravel or crushed stone shall be graded from 1/4 inch to No. 4 sieve size. Foundation material shall be placed and firmly compacted by mechanical compacting equipment. Care shall be taken to place and compact material under pipe haunches.

§ 152-9 Manholes.

Materials.

Segmental concrete blocks shall conform to the requirements of ASTM: C139.

Precast concrete pipe manhole risers shall conform to the requirements of ASTM: C478, except that joints shall conform to the requirements of ASTM: C443 with rubber rings conforming to ASTM: D1869.

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

(4)

Grout shall consist of Type 1 and Type 2 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-C and shall be used in strict accordance with the manufacturer's recommendations.

Construction. Manholes shall be constructed of precast concrete manhole risers in accordance with the details furnished by the Engineer. The waterways of all manholes shall be formed of the same size and shapes as the pipes they connect to. 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. Masonry for adjustment of height of manhole chimneys shall be laid in a full bed of mortar with mortar spread on the sides and ends of each unit filled solidly as the work is carried out. The inside of the block and the exterior surface of brick or block shall be rubbed with a burlap sack to clean it of spilled mortar. The exterior surface of brick or block shall be plastered with a one-half-inch layer of mortar. Watertight joints shall be secured between the masonry and the precast concrete on which it rests.

[Amended 1-12-1989 by L.L. No. 1-1989]

Appurtenances. Manholes, 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 Campbell Foundry Company Pattern No. 1203. Frames and covers for shallow manholes shall be equal to Campbell Foundry Company Pattern No. 4430. Covers shall bear the words "East Fishkill" and "Sewer." Letters shall be two-inch flat Gothic. The castings 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 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.

[Amended 1-12-1989 by L.L. No. 1-1989]

§ 152-10 Pipe.

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

[Amended 1-12-1989 by L.L. No. 1-1989]

Pipe Material	Standard	Class	Notes
Concrete	ASTM: C-14	Extra strength
Reinforced concrete	ASTM: C-76	As specified	(1)
SDR 35 PVC	ASTM: D3034	As specified
	ANSI: A21.51
Ductile iron	ASA: A21.6
	ASA: A21.8	As specified	(2)
	ASA: A21.10

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.
	(a)	D-load to produce a 0.01 inch crack: 3000 lbs./lin. ft.
	(b)	D-load to produce ultimate failure: 4500 lbs./lin. ft.
(2)	All ductile iron fittings and joint types shall be proposed for specific uses and approved by the Engineer. All fittings and joints shall be compatible with the pipe being utilized.

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

[Amended 1-12-1989 by L.L. No. 1-1989]

Pipe Material	Standard	Notes
Concrete	ASTM: C43	(1)
Reinforced concrete	ASTM: C443	(1)
SDR 35 PVC	ASTM: D3034
	ASTM: F477
	ASTM: D3212
Ductile iron	ANSI: 21.10

	NOTES:
	(1)	Pipe joints shall be designed to meet the sheer loading requirements of ASTM: C425.
	(2)	Rubber rings shall conform to ASTM: D1869 and shall be of the oil-resistant type.
	(3)	United States Pipe and Foundry Company. Tyton Joint may also be used.
	(4)	Where tied joints are required they shall be designed to resist the tensile loads, including water hammer. Anchorages and pipe shall be proportioned accordingly.

Choice of pipe.

[Amended 1-12-1989 by L.L. No. 1-1989]

The choice of pipe shall be optional with the owner. The pipe type selected shall be suitable for use in particular installations and loadings. All pipe types shall conform to approved Dutchess County Department of Health and New York State Department of Environmental Conservation standards. The Town of East Fishkill, on the advice of the duly appointed Engineer, reserves the right to specify specific pipe types for certain installations.

Unless otherwise noted, no change in the class or material of sewer pipe shall be made between adjacent manholes, and the greatest depth of trench between the two adjacent manholes shall govern the class of pipe used for that particular section of sewer.

The drawings submitted to the Engineer by the owner shall contain a detailed list of the type of pipe to be used for the various sections of the work with the limits designated by street and station.

Shop tests. The owner shall conduct or cause to have conducted tests for strength on selected lengths of pipe prior to and while furnishing the pipe. The owner shall notify the Engineer a minimum of five days prior to the date of testing so that the test may be witnessed. Strength test shall be in accordance with appropriate test measures of ASTM and ANSI standards for the pipe being utilized.

[Amended 1-12-1989 by L.L. No. 1-1989]

Pipe laying.

[Amended 1-12-1989 by L.L. No. 1-1989]

All pipe and fittings shall be installed to the lines and elevations shown on the drawings approved by the Engineer and in accordance with the manufacturer's requirements. In general, all pipe shall be laid in accordance with the agreed requirements of ASTM: C12, utilizing foundation material as specified under Section S1 and the applicable portions of Ductile Iron Pipe Research Association Handbook or other applicable regulating authority. Pipe and fittings shall be installed to the proper line and grade preferably by utilizing a laser alignment instrument that is accepted by the Engineer. If the preferred installation method employing a laser instrument is not used, then alignment shall be maintained by stretching a guideline parallel to and at a determined distance above the pipe invert. The line shall be tight and shall be supported at the required elevation every 25 feet. The invert of each successive pipe shall be checked for alignment and elevation with the guideline. Suitable tools and equipment shall be used for proper handling, storage and laying 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 for defective injuries as laying proceeds. Imperfect pipe material shall be rejected and removed from the work. Pipe found to be defective after laying shall be removed and replaced by undamaged pipe. Pipe shall be cut as required to meet required structures and/or 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 for inspection and acceptance by the Engineer.

Pipe flotation. Inasmuch as the submerging of the empty pipeline could cause flotation, the owner's attention is directed to the necessity of conducting his operations in such a manner as to prevent flooding of the trenches until the backfill has been placed. Wherever there is a danger to flooding 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 relaying any pipe damaged or moved from proper line and grade.

Sewer kept clean. The interior of the sewer shall be clean of dirt, cement and superfluous materials of every description and kept clean as the next section of the pipe is laid. During the progress of the work, the exposed ends of the pipe 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 Engineer.

Field tests.

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

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

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

(4)

Sewer pipes shall be tested for exfiltration if they are located partially or entirely above the groundwater table at the time of testing. Plugs shall be provided in manholes to isolate the test section. 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 measurement of the water added shall be made. Exfiltration shall be limited to a maximum of 4.2 gallons per hour per inch of internal diameter per mile of sewer pipe (100 gallons/inch diameter/mile/day).

[Amended 1-12-1989 by L.L. No. 1-1989]

(5)

Sewer pipes located entirely below the groundwater table at the time of testing shall be tested for infiltration. Groundwater levels must be permitted to return to their normal levels prior to the test. Infiltration shall be checked using weirs, gauges and other measuring devices approved by the 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 to keep it continuously drained for the duration of the test. Infiltration shall be limited to a maximum of 4.2 gallons per hour per inch of internal diameter per mile of sewer pipe (100 gallons/inch diameter/mile/day). In addition, the owner and 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.

[Amended 1-12-1989 by L.L. No. 1-1989]

(6)

For purpose of determining the maximum permissible infiltration and exfiltration, an allowance of 1/2 gallon per manhole per hour shall be assumed. However, no allowance shall be made for the various lengths of building sewers. If infiltration or exfiltration exceeds the specified amounts, the owner shall do whatever is necessary to reduce the infiltration and exfiltration to within the specified limit, as approved.

(7)

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, and leakage shall not exceed 2 1/2 gallons per hour per inch of internal diameter per mile of pipe (60 gallons/inch diameter/mile/day).

[Amended 1-12-1989 by L.L. No. 1-1989]

§ 152-11 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. The building sewer shall be reviewed by the Engineer as to suitability of location, depth and slope.