Town of Fishkill, NY
Dutchess County
By using eCode360 you agree to be legally bound by the Terms of Use. If you do not agree to the Terms of Use, please do not use eCode360.
Table of Contents
Table of Contents
Sewers in the Town of Fishkill shall be designed in accordance with the latest editions of the Recommended Standards for Sewage Works, NYSDEC Standards for Waste Treatment Works and other published requirements of the NYSDEC and the Dutchess County Department of Health, unless otherwise approved by the Superintendent.
A. 
General. In addition to the requirements of the Dutchess County Department of Health and NYSDEC, these specifications shall be used for construction of sewers within the Town of Fishkill, including the public sewers within the streets and on rights-of-way, the building sewers and the necessary structures such as manholes, pump stations and appurtenances. These specifications shall be considered to be minimum acceptable standards for construction.
B. 
Definitions. In addition to Article I of this chapter, the following terms shall have the meanings indicated:
ASTM
The numbered specifications of the American Society for Testing and Materials, as revised at the time design is approved.
OWNER'S ENGINEER
The engineer of record with reference to the sanitary sewer system.
C. 
Permits. The owner shall obtain such permits as are necessary for the opening of streets, sewer design, building permits and such others as are required by local law. These shall be obtained prior to the start of construction and at no cost to the Town. The owner shall be responsible for payment of all fees required by such local laws.
D. 
Notice of construction.
(1) 
The Town shall be notified at least 48 hours (two workdays) in advance of the start of construction.
(2) 
It is required by state law that every contractor doing excavation or demolition work must contact each utility owner to determine the location of their facilities at least 48 hours (two workdays) in advance of the planned excavation or demolition. Call the Underground Utilities Call Center at 1-800-245-2828:
(a) 
Central Hudson Gas and Electric Corp.
(b) 
New York Telephone Company.
(3) 
In addition, notification in writing is required at least five normal working days before work is begun within 10 feet of any live overhead power line or before any excavation work is performed which might contact or disturb a live underground power line.
E. 
Quality and suitability. All materials becoming a part of the permanent construction, as called for on the approved drawings and in the specifications, shall be first class in every respect and subject to the approval of the Superintendent, who shall be the sole judge of their quality and suitability for the purposes that they are to be used. If any material brought on the site for use in the work is condemned by the Superintendent after arrival at the site as unsuitable or not in conformity with the specifications, the owner shall immediately remove such materials from the construction site at no cost to the Town.
F. 
Approved drawings. Approved drawings shall consist of a set of plans and profiles prepared by the owner's engineer and submitted to the Town for review and approval as to conformity with the basic municipal sewer plan and the specifications. The Superintendent's approval shall be affixed to the drawings, and a copy of such approved drawings shall be on the construction site at all times. No deviation shall be made from the line and grade shown on the approved drawings, except by written authorization of the Superintendent.
G. 
As-built drawings. The owner's engineer shall provide the Town with a revised set of permanent reproducible drawings showing the as-built location, sizes and elevations of sewers, manholes, building sewers, building sewer terminations and easements, together with such legal descriptions as are required for proper recording of such easements.
A. 
Clearing, grubbing and erosion control. 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 as approved by the Superintendent and as required by NYSDEC regulations. Satisfactory erosion control methods shall be utilized and maintained throughout the course of the work, and additional measures shall be employed if so required by the Superintendent.
B. 
Stripping. After clearing 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 unpaved 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 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 as directed by the Superintendent.
C. 
Excavation. "Excavation" shall mean the removal from place of all materials, including soil, structures above and below ground, rock, topsoil, boggy waste, rubbish, ashes, cinders or organic materials such as peat or humus.
D. 
Limit of excavations. Excavations shall be carried to the dimensions and depths indicated or as necessary to provide a firm base. Excavations carried below the depth necessary shall be refilled to the proper grade with thoroughly compacted foundation material. In no case shall the earth be plowed, scrapped or dug by machinery within three inches of the finished subgrade. The final trimming of the bottom of excavations shall be done by hand tools just before placing pipe.
E. 
Protection of existing structures. Excavations made adjacent to or in the proximity of existing structures shall be made with special care and in such manner as not to damage the structures or to disturb the supporting backfill and foundation of such structures.
F. 
Sheeting and bracing.
(1) 
Where excavations are made with vertical sides which require lateral support, 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. Piling 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.
(2) 
For excavations over eight feet in depth, the owner shall certify to the Superintendent 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 Superintendent, 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.
(3) 
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 Superintendent, 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.
G. 
Explosives and blasting.
(1) 
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.
(2) 
When rock is removed by blasting, it shall be removed at least 30 feet in advance of the laying of pipe or construction of structures. When an existing pipe, conduit or structure intersects or comes within five feet of the line of the trench, any rock necessary to be excavated for a distance of five feet in the clear on each side of the existing pipe, conduit or structure shall, in all cases, be removed with very light charges of explosives, and the utmost care should be used to avoid disturbing the existing pipe, conduit or structure. Where rock is found in the bottom of the trench, it shall be taken out at least six inches below the bottom of the pipe and the space filled with sand, gravel or other suitable material, thoroughly rammed.
(3) 
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 Superintendent, 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 contained by wedging and barring or other approved methods. Rock near structures liable to be damaged by blasting shall be loosened by approved means.
H. 
Responsibility of owner in blasting. The owner will be held completely 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 Sewer Inspector and shall at all times exercise caution to prevent accidents.
I. 
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. Lowering of groundwater to the injury or detriment of other structures shall be part of the owner's risk and complete responsibility. Any structure damaged as a result of lowering of groundwater shall be repaired or replaced to the satisfaction of the owners thereof at no cost to the Town.
J. 
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.
K. 
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 Superintendent.
L. 
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, clay, rubbish, waste, ashes or cinders. If sufficient suitable material for backfill and fill is not available from the excavated material as determined by the Superintendent, 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.
M. 
Backfilling and compacting.
(1) 
Backfill and fill shall be made to the slopes, grades and elevations required.
(2) 
Backfill shall not be placed until the structure has been inspected in place and approved by the Sewer Inspector. 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 Superintendent. 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.
(3) 
Trenches shall be backfilled with gravel or coarse sand 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 structures.
(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 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.
(5) 
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.
N. 
Foundation material. Foundation material shall consist of hard and clear 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 uniformly graded one-fourth-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.
A. 
Materials.
(1) 
Segmental concrete blocks shall conform to the requirements of ASTM C139.
(2) 
Precast concrete manholes shall be standard products as manufactured by Fort Miller, Retondo or equal. They shall be designed to withstand a Highway H-20 loading + 25% impact and conform to ASTM C478, with rubberized gasket joints.
(3) 
All rubber joints must be an O-ring rubber gasket or rubber boot type for circular sewer and culvert pipe of ASTM C443-77. All rubber gaskets must be installed per manufacturer's instructions pertaining to the location of the gasket, lubrication and setting of the manhole sections.
(4) 
Mortar shall be composed of one part portland cement and two parts of approved washed sand and shall be mixed in a clean, tight mortar box.
(5) 
Grout shall be nonshrink, nonmetallic, premixed nonstaining cementious grout requiring only the addition of water at the job site. One of the following shall be provided:
(a) 
Euco N-S by the Euclid Chemical Company;
(b) 
Masterflow 713 by Master Builders Company;
(c) 
Five Star by United States Grout Corporation; or
(d) 
Equal.
B. 
Construction. Manholes shall be constructed of precast concrete manhole risers in accordance with the details furnished by the Superintendent. 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. 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 shall be rubbed with a burlap sack to clean it of spilt mortar. The exterior surface of the block shall be plastered with a one-half-inch layer of mortar. Particular care shall be taken to secure watertight joints between the masonry and the precast concrete on which it rests.
C. 
Appurtenances. Manhole frames and covers shall be of the best quality, close-grained, gray-iron castings conforming to the requirements of ASTM A48 Class 30. Manhole frames and covers shall be Neenah Foundry Company Pattern No. R-1666 H.D. or equal. Covers shall bear the word "Sewer"; letters shall be two-inch flat Gothic. Covers on manholes on the discharge end of force mains and on manholes adjacent to any pumping stations 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 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 so as not to allow surface water inflow. The steps shall be Copolymer Polypropylene plastic manhole steps as manufactured by M.A. Industries, Peachtree City, GA, or equal.
A. 
Pipe and fitting materials. Materials for pipe and fittings shall be in accordance with the following schedule:
Pipe Material
Standard
Class
Notes
Concrete
ASTM C-14
Extra strength
Reinforced concrete
ASTM C-76
As specified
(1)
Vitra chem
CSPA 2
Extra strength
Cast iron
ANSI A21.6, ANSI A21.8 and ANSI A21.10
As specified
(2)
Ductile iron
ANSI A21.51 and A21.10; AWWA C151 and C110
52
(2)
PVC
ASTM D3034
SDR35
(3)
Perma-Loc
ASTM D1784 and F794
Series 10
(3)
PVC
Series 46
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: 3,000.
(b)
D-load to produce ultimate failure: 4,500.
(2)
All pipe and fittings shall have a cement mortar lining conforming to the requirements of ANSI A21.4 and AWWA C104.
(3)
Pipe shall be colored green for in-ground identification as sewer/drain pipe. Installation shall conform to ASTM D2321 and manufacturer's printed instructions.
B. 
Pipe joints. All pipe joints shall be watertight and of a flexible type construction.
C. 
Pipelaying.
(1) 
All pipe and fittings shall be installed to the lines and elevations shown on the drawings approved by the Superintendent. In general, all pipe shall be laid in accordance with the manufacturer's requirements, utilizing foundation material as specified under § 118-45N.
(2) 
The utilization of a laser instrument will be required unless an alternate method is approved by the Superintendent.
(3) 
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.
(4) 
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.
(5) 
Pipe 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.
(6) 
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 Sewer Inspector.
D. 
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 of flooding prior to placing backfill, the pipe shall be filled with water or adequately braced to the sheeting or anchored to prevent flotation. The owner shall be responsible for relaying any pipe, damaged or moved from proper line and grade.
E. 
Sewer kept clean. The interior of the sewer shall be clean of dirt, cement, 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 Superintendent.
F. 
Field tests.
(1) 
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 Sewer Inspector.
(2) 
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.
(3) 
Sewers will not be tested until at least two weeks after installation. Groundwater leakage into manholes shall be sufficient reason for requiring the owner to uncover or expose any portion of the manhole for a thorough examination by the Superintendent, after which the manhole shall be repaired and again tested.
(4) 
After the gravity sewer pipe has been laid and backfilled, each section of pipeline between manholes shall be tested by a low-pressure air test. The recommended procedure for air testing of sanitary sewers is described in ASTM C828, entitled "Low Pressure Air Test of Vitrified Clay Pipe Sewer Lines (four inches to 12 inches)."
(5) 
Should any test on any section of pipeline disclose an air loss rate greater than permitted, the owner shall, at his own expense, locate and repair the defective joints or pipe sections. After the repairs are completed, the line shall be retested until the air loss rate is within the specified allowance, i.e., the pipeline holds the pressure within the allowable pressure drop of 0.5 pounds per square inch gauge for the test time.
(6) 
Since there is no accurate correlation available for comparing water leakage rates to air leakage rates, where air testing is to be used for line acceptance, corroborative hydrostatic testing shall be performed on sewer installations of the same pipe size, material and conditions of installation. Sewer sections which indicate the rates of air loss per unit of surface area which most nearly approximate the rate for pipeline acceptance should be selected for the corroborative tests. At least three sections are to be so tested. The purpose of these corroborative tests is to permit a reasonable assumption that, if these three test sections meet the hydrostatic test, the balance of the project also meets or exceeds these requirements. If the air test is not supported by acceptable corroborative hydrostatic tests, complete hydrostatic testing of the sewer lines shall be required as the basis for final pipeline acceptance.
(7) 
Allowable leakage shall not exceed 50 gallons per inch ID per mile per day. For the purpose of determining the maximum permissible leakage, 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 leakage exceeds the specified amount, the owner shall do whatever is necessary to reduce the leakage to within the specified limit, as approved.
(8) 
Force mains shall be bulkheaded as required and tested for leakage at a constant test pressure 50 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 allowable leakage shall be determined by the formula:
118 Equation.tif
Where:
L
=
Allowable leakage in gallons per hour.
N
=
Number of joints in length tested.
D
=
Nominal diameter in inches.
P
=
Average pressure during leakage test in pounds per square inch gauge.
G. 
Choice of pipe. The drawings submitted to the Town 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.
A. 
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 Superintendent 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.
(1) 
Residential building sewers shall be uniformly four inches in diameter from public sewer to building drain and be constructed of vitra-chem, PVC or cast-iron soil pipe. Adaptors shall be used where required.
(2) 
Building sewers from commercial/institutional installations shall be not less than six inches in diameter from public sewer to building drain and shall be constructed of the materials specified hereinbefore. The size of the building sewer for commercial/institutional installations is subject to review by the Superintendent, depending upon the intended usage and flow requirements.
B. 
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.
C. 
Requirements.
(1) 
Building sewers shall be laid at a uniform grade of not less than 1/8 inch per foot. The provisions for excavation and trenching included in this article shall apply to building sewer construction.
(2) 
Risers shall be used where public sewer is deeper than 14 feet below the grade; such risers shall be encased in concrete.
(3) 
Watertight caps or plugs shall be provided for building sewers not connected to the building drains. Location stakes shall be provided.
Upon backfilling and compacting sewer trenches, the public roads shall be repaired. Gravel base course with a minimum thickness of 12 inches shall be installed and maintained by the owner, at no cost to the Town, until approval is granted by the Sewer Inspector to complete paving in accordance with the requirements of the Town. On private thoroughfares, all effort shall be directed to compacting the trench areas prior to final grading of the subbase. The subbase shall meet the requirements of the Town. The owner shall provide such lights, barriers and guards as required by the Superintendent for marking construction on public roads.
Design and criteria for pump stations shall be submitted to the Town prior to placement of purchase orders or the start of detail design. Standardized design and replacement parts may be required by the Superintendent.
The Superintendent reserves the right to issue such supplemental specifications describing the workmanship and the material requirements for approved construction not defined by these specifications.
No statement contained in this article shall be construed to interfere or conflict with any additional requirements that may be imposed by the Dutchess County Department of Health and/or the NYSDEC.