Article IX Technical Specifications

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Compaction shall conform to the requirements of Section 203-3.12 of the New York State Department of Transportation Standard Specifications of latest issue.

Backfill shall conform to the requirements of Section 203-3.15 of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The placing of this material shall be done by a method approved by the Engineer. No segregation of large or fine particles will be allowed, but the material, as placed, shall be well graded, with no pockets of fine material. Water shall be added in such amounts as the Engineer may deem necessary to obtain satisfactory compaction.

When the moisture content of the layer is within the limits for proper compaction, the entire surface shall be compacted with approved compaction equipment, the minimum number of passes required on all portions of each layer shall be six unless otherwise determined by the Engineer, after appropriate field density tests to evaluate the compactive efficiency of the equipment.

The material shall be placed in horizontal layers not to exceed six inches in thickness prior to compaction, unless otherwise directed.

The excavated trench shall be backfilled to one foot above the pipe with run-of-bank gravel, compacted in six-inch lifts with no stones larger than three inches. In pavement areas, the remainder of the trench shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts with no stones larger than three inches. In open areas, the remainder of the trench shall be backfilled with suitable excavated material, compacted in twelve-inch lifts with no stones larger than 12 inches, except for the top one foot of the trench, which shall be run-of-bank gravel.

All materials used by the contractor, for his convenience, to make up for losses in settlement or construction irregularities, without written permission by the Engineer, will be done at the contractor's expense.

Protection of new work. The contractor shall assume full responsibility for any contamination and/or degradation of any part of this course during construction and shall, at his own expense, remove any and all portions of this course which do not conform to the requirements of these specifications and replace these portions with specified material.

Samples and testing.

All materials and products to be used in the construction shall meet the quality requirements in Section 700, Materials Details, of the New York State Department of Transportation Standard Specifications of latest issue.

§ 181-34 Bituminous pavement replacement.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his expense.

Description. Under this section, the contractor shall furnish all plant, labor, material and equipment necessary to complete the construction of an asphalt concrete pavement over a prepared gravel subbase to repair or replace existing pavements as shown on the plans, in the itemized proposal, or as ordered by the Engineer.

General requirements.

Standard details. Bituminous pavement replacement shall be constructed in accordance with the construction standards of the Town of Union or Broome County, within their respective rights-of-way.

Excavation. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the subgrade elevation. All excess material produced from excavation shall be disposed of by the contractor, unless otherwise directed. Where excavated material is natural gravel, the excess shall be stockpiled, as directed, for use by the Town.

Porous fill material shall be used to replace unsuitable subgrade material where ordered by the Engineer or where necessary to raise the level of the subgrade.

Material.

Asphalt concrete shall conform to the requirements for Section 400, Bituminous Pavements, of the New York State Department of Transportation Standard Specifications of latest issue.

Select granular material shall conform to Item 304.05, Subbase Course, Type 4, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The existing street surface shall be removed to a depth as shown on the plans or as ordered by the Engineer. The exposed gravel subgrade shall be proof rolled to grade, to the satisfaction of the Engineer.

A subbase course shall be constructed upon the previously prepared subgrade. The subgrade shall consist of 12 inches of material conforming to the requirements for Section 304, Subbase Course, of the New York State Department of Transportation Standard Specifications of latest issue. This material shall be tamped using a trench roller or vibratory plate type compactor. Prior to placing of the asphalt concrete, all holes, humps or irregularities in the subbase shall be removed by suitable means and then recompacted with an acceptable power roller.

The pavement shall be placed to the cross slope of the existing pavement or as ordered by the Engineer. At the junction of the old and new pavements, special care shall be exercised, in the construction, so that no humps, depressions or irregularities exist in the finished surface. The old pavement shall be square cut and an approved bituminous tack coat applied at the juncture of the new and old pavement. For trench repair, the square cut shall be a distance of one foot back of all excavations, to provide for firm support of the new pavement, as shown in the construction details or as ordered by the Engineer.

Asphalt concrete, in the Town rights-of-way, shall be placed in two layers or as ordered by the Engineer. The first layer to consist of a minimum compacted thickness of 21/2 inches of Type 3 Binder. The second layer to consist of a minimum compacted thickness of 11/2 inches of Type 6 Top.

The asphalt concrete shall not be applied over manhole covers and frames or curbs and gutters. Any material adhering to the covers, frames or curbs and gutters shall be removed at the contractor's expense.

Protection of new work. The protection of the new work shall be the sole responsibility of the contractor. Any work which is damaged shall be removed and replaced at the expense of the contractor.

Cold weather protection. Asphalt concrete shall not be applied when the ambient temperature is below 50° F. or when the surface on which it is to be laid is below 45° F.

Samples and testing.

§ 181-35 Concrete curb; concrete curb and gutter.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his expense.

Description. Under this section the contractor shall furnish all plant, labor, material and equipment necessary to complete clearing, excavation or filling, form setting, preparation of subgrade and concrete work for the construction of curb or curb and gutter as shown in the plans or proposals or as ordered by the Engineer.

General requirements.

Standard details. Curb and combined curb and gutter shall be constructed in accordance with the construction standards of the Town of Union.

Mailbox relocation. Mailboxes and their supporting apparatus which meet postal requirements for mail delivery prior to construction shall meet these same postal requirements after construction.

Removal of existing trees and shrubs. Trees and shrubs up to 12 inches diameter which interfere with the new construction shall be cut and stumps shall be removed. Trees or shrubs which are marked for preservation shall be moved and replanted as ordered by the Engineer.

Excavation and backfill. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the subgrade elevation. All existing lawns and natural or filled embankments shall be cut back to form a 1:2 backslope as measured from a point one foot back of the curb or to the sidewalk, where sidewalks exist. Where necessary, additional material shall be brought to the site to complete the backfilling. All disturbed areas shall be raked free of large lumps of dirt, stones larger than three inches and other objectionable material which shall be removed from the site. All excess material produced from excavation shall be disposed of by the contractor unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled as directed for use by the Town.

Porous fill material shall be used to replace unsuitable subgrade material where ordered by the Engineer or where necessary to raise the level of the subgrade.

Expansion joints shall be formed of nonextruding premoulded expansion joint material which extends completely through the joint and shall be placed at intervals not greater than 50 feet in curb or curb and gutter.

Construction joints shall be formed with metal dividers or with wooden dividers which extend through the full thickness of the curb or curb and gutter and which are to be fully removed from the joint prior to tooling of the edges. Joints shall be placed at intervals every five feet in curb and gutter.

Material.

Concrete shall conform to the requirements for Portland Cement Concrete, General, Section 501, of the New York State Department of Transportation Standard Specifications of latest issue modified as follows:

Portland cement for all concrete shall be an air-entraining cement conforming to Type 2A Cement.

Minimum cement content for curb or curb and gutter shall be seven bags per cubic yard irrespective of strength.

Concrete may be field mixed or transit mixed concrete, minimum strength at 28 days equal to or greater than 4,500 pounds per square inch.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Expansion joints shall be premoulded bituminous joint material conforming to the requirement of ASTM Designation D1751. Thickness shall be 1/2 inch unless shown otherwise in the construction drawings.

Membrane curing compound shall conform to specifications for Section 711-05 of the New York State Department of Transportation Standard Specifications of latest issue.

Mixing water shall be potable.

Method. Forms shall be well oiled, set to true line and grade as shown in the plans or as ordered. Form construction may be of steel or wood, except for short radius curbs only wood or flat steel plates will be permitted. The subbase shall be thoroughly compacted using vibratory compaction equipment. Hand tamping may be used if the total depth of fill required does not exceed six inches. Concrete shall be mixed for at least 11/2 minutes until the color is uniform and there is uniform distribution of materials. Transit mixed concrete shall be completely discharged within 45 minutes after the mixing water is introduced into the mass. The concrete shall contain just enough water so that the concrete may be tamped without excessive displacement or splashing. Slump shall not be in excess of two inches. The top shall be floated to a true even surface without bringing free water to the surface and shall be given a broom finish. Face forms for curb or curb and gutter construction shall be removed as soon as practical to permit finishing of the curb face. Immediately after finishing, the concrete shall be cured by covering with white pigmented membrane curing compound.

Backfill. The excavated area between the curb or curb and gutter and the existing street pavement shall be backfilled with run-of-bank gravel, the cost of which shall be included in the price bid for concrete curb or curb and gutter. The excavated area behind the curb or curb and gutter shall be backfilled with suitable excavated material, free of blacktop or other unsuitable material, unless otherwise ordered by the Engineer.

Protection of new work. New depressed curb or curb and gutter sections shall be protected from vehicular traffic for a minimum of two days or longer as necessary. The protection of the new work shall be the sole responsibility of the contractor. Concrete which is cracked or otherwise damaged shall be removed and replaced at the expense of the contractor.

Cold weather protection. No concrete shall be done prior to April 1 or later than November 15 without the written approval of the Engineer. Special cold weather precautions will be issued in the event that concrete operations must be conducted during freezing weather.

Samples and testing.

In the presence of the Subdivision Inspector, test cylinders shall be taken from every pour, regardless of quantity of concrete on the truck. Cylinders shall be made and tested by an approved commercial testing laboratory. The cost of all samples and other expenses incurred in making the test cylinders ready for inspection, sampling and/or testing shall be included in the unit prices bid for the various items in the contract. The test results shall be reported to the Engineer, in writing, for review and determination of acceptability. All test results shall be identified by job name, date sample was taken, date test occurred, slump of concrete and precise location of the placed concrete.

[Amended 12-2-2009 by L.L. No. 15-2009]

Slump test shall be taken from every pour, regardless of quantity of concrete on the truck, by an approved commercial testing laboratory. Test results shall be recorded on test cylinder identification tag.

[Added 12-2-2009 by L.L. No. 15-2009[1]]

Editor’s Note: This local law also provided for the renumbering of former Subsection H(3) as Subsection H(4).

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-36 Corrugated steel pipe.

Description. Under this section the contractor shall furnish all plant, labor, materials, equipment and appliances and perform all operations necessary to complete clearing and excavation for the placement of bituminous coated, galvanized corrugated steel pipe of the size, gauge, shape and corrugation as shown on the plans, in the itemized proposal or as ordered by the Engineer.

General requirements.

Standard details. Pipe shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Excavation and backfill. All material of every description and nature, necessary for proper installation of the work, shall be excavated down to the depth as shown on the plans or as ordered by the Engineer. Where necessary, additional material shall be brought to the site to complete the backfilling. All excess material produced from excavation shall be disposed of by the contractor, unless otherwise shall be stockpiled, as directed, for use by the Town.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Joints shall be connected by use of coupling bands as required for the various pipes as called for on the plans, in the proposal or as ordered by the Engineer.

Material.

Corrugated steel (CSP) pipe and fittings shall conform to the requirements of Section 707-02, Round Corrugated Steel Pipe and Pipe Arches, of the New York State Department of Transportation Standard Specifications of latest issue.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Pipe bedding shall be sand or an approved equal which meets the requirements for bedding as set forth in Section 602 of the New York State Department of Transportation Standard Specifications of latest issue.

Method. All pipe shall be laid true to line and grade and shall have a full, firm and even bearing. Bedding shall consist of sand placed to a depth of four inches in soil and six inches in rock, unless otherwise directed by the Engineer. Pipe laying shall begin at the downgrade end and progress in the upgrade direction. The backfill shall be thoroughly compacted using vibratory compaction equipment.

Backfill. The excavated trench shall be backfilled to one foot above the pipe with run-of-bank gravel, compacted in six-inch lifts, no stones larger than three inches. In pavement areas, the remainder of the trench shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts, no stones larger than three inches. In open areas, the remainder of the trench shall be backfilled with suitable excavated material, compacted in twelve-inch lifts, no stones larger than 12 inches except for the top one foot of the trench, which shall be run-of-bank gravel.

Protection of new work. Movement of construction equipment and all other vehicles and loads over and adjacent to any pipe shall be done at the contractor's risk. When determined by the Engineer, any pipe that is damaged or disturbed through any cause, shall be replaced, as ordered by the Engineer, at the expense of the contractor at no cost to the owner.

Samples and testing.

All materials and products to be used in the construction shall meet the quality requirements of Section 700, Materials Details, of the New York State Department of Transportation Standard Specifications of latest issue.

§ 181-36.1 Corrugated polyethylene pipe.

Any work performed with materials that fail to meet the required test shall be removed and replaced by the contractor at his own expense.

[Added 12-2-2009 by L.L. No. 15-2009]

Description. Under this item, the contractor shall furnish all plant, labor, materials, equipment, appliances and perform all operations necessary to complete clearing and excavation for the placement of corrugated polyethylene pipe of the size and corrugation as shown on the plans, in the itemized proposal or as ordered by the Engineer.

General requirements.

Standard details. Pipe shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Excavation and backfill. All material of every description and nature, necessary for proper installation of the work, shall be excavated down to the depth as shown on the plans or as ordered by the Engineer. Where necessary, additional material shall be brought to the site to complete the backfilling. All excess material produced from excavation shall be disposed of by the contractor, unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled, as directed, for use by the Town.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Joints. Pipe shall be joined using a bell and spigot joint meeting AASHTO M252, AASHTO M294 or ASTM F2306 as required for the various pipes, as called for on the plans, in the proposal or as ordered by the Engineer. Bell end of pipe will be placed on the upgrade end. Coupling bands may be used in certain circumstances, with the approval of the Engineer.

Materials.

Corrugated polyethylene pipe and fittings.

Corrugated polyethylene pipe and fittings shall conform to the requirements of:

AASHTO M252, Specification for Corrugated Polyethylene Drainage Tubing, three- to ten-inch diameter.

AASHTO M294, Specification for Corrugated Polyethylene Pipe, twelve- to forty-eight-inch diameter.

ASTM D1056, Specification for Flexible Cellular Materials, sponge or expanded rubber.

ASTM D1248, Specification for Polyethylene Plastics Molding and Extrusion Materials.

[5]

ASTM D3350, Specification for Polyethylene Plastics Pipe and Fittings Materials.

[6]

ASTM D2321, Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe.

The product supplied under this specification shall be high-density polyethylene corrugated exterior/smooth interior pipe. Four- through ten-inch diameters shall meet all the requirements of AASHTO M252 with the addition that the pipe shall have a smooth interior liner. Twelve- to thirty-six-inch diameters shall conform to AASHTO M294 Type S. Forty-two-inch and forty-eight-inch diameters shall have minimum pipe stiffness of 20 psi and 17 psi, respectively, at 5% deflection; and shall meet all other requirements of AASHTO M294.

Material shall meet ASTM D1248 Type III, Category 4, Grade P33, Class C; or ASTM D3350 Cell Classification 324420C.

Minimum conveyance factors shall be based on a Manning "n" value of 0.010 and shall be as shown in Table 1.

Table 1
Conveyance Factors
Nominal Diameter (inches)	Conveyance Factor	Nominal Diameter (inches)	Conveyance Factor
4	2.5	18	136.4
6	7.3	24	293.9
8	15.7	30	532.9
10	28.5	36	866.6
12	46.3	42	1,307.2
15	83.9	48	1,866.4

If couplings are used, coupling bands shall cover at least one full corrugation on each section of pipe. When gasketed coupling bands are required, the gasket shall be made of closed-cell synthetic expanded rubber meeting the requirements of ASTM D1056, Type 2. Gaskets shall be installed on the coupling band by the pipe manufacturer. All coupling bands shall meet or exceed the soil tightness requirement of the AASHTO Standard Specifications for Highway Bridges, Section 23, paragraph 23.3.1.5.4 (e). Pipe fittings shall conform to AASHTO M252 or AASHTO M294. Fittings approved by the Engineer are also acceptable.

Backfill shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Pipe bedding shall be sand, or approved equal which meets the requirements for bedding as set forth in Section 620 of the New York State Department of Transportation Standard Specifications of latest issue.

Method. Installation shall be in accordance with ASTM D2321 and as recommended by the pipe manufacturer. All pipe shall be laid true to line and grade and shall have a full, firm and even bearing. Bedding shall consist of sand placed to a depth of four inches in soil and six inches in rock, unless otherwise directed by the Engineer. Pipe laying shall begin at the downgrade end and progress in the upgrade direction. The backfill shall be thoroughly compacted using vibratory compaction equipment.

Backfill. The excavated trench shall be backfilled to one foot above the pipe with bedding material. In pavement areas, the remainder of the trench shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts, no stones larger than three inches. In open areas, the remainder of the trench shall be backfilled with suitable excavated material, compacted in twelve-inch lifts, no stones larger than 12 inches, except for the top one foot of the trench, which shall be run-of-bank gravel.

Protection of new work. Movement of construction equipment and all other vehicles and loads over and adjacent to any pipe shall be done at the contractor's risk. When determined by the Engineer, any pipe that is damaged or disturbed through any cause shall be replaced, as ordered by the Engineer, at the expense of the owner.

Samples and testing.

§ 181-37 Galvanized steel end sections.

Any work performed with materials that fail to meet the required test shall be removed and replaced by the contractor at his own expense.

Description. Under this section the contractor shall furnish all plant, labor, material, equipment and appliances and perform all operations necessary to complete installation of galvanized steel end sections attached to the inlet and/or outlet ends of corrugated steel pipe and pipe arches of dimensions specified, as shown on the plans, in the itemized proposal or as ordered by the Engineer.

General requirements.

Standard details. End sections shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Excavation and backfill. All material of every description and nature, necessary for proper installation of the work, shall be excavated down to the depth as shown on the plans or as ordered by the Engineer. Where necessary, additional material shall be brought to the site to complete the backfilling. All excess material produced from excavation shall be disposed of by the contractor, unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled, as directed, for use by the Town.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Material.

Galvanized steel end sections shall conform to the requirements of Section 707-10, Galvanized Steel End Sections, of the New York State Department of Transportation Standard Specifications of latest issue.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Bedding shall be sand or an approved equal which meets the requirements for bedding as set forth in Section 620 of the New York State Department of Transportation Standard Specifications of latest issue.

Method. All end sections shall be laid true to line and grade and shall have a full, firm and even bearing. Bedding shall consist of sand placed to a depth of four inches in soil and six inches in rock, unless otherwise directed by the Engineer.

Protection of new work. Movement of construction equipment and all other vehicles and loads over and adjacent to any end section shall be done at the contractor's risk. When determined by the Engineer, any end section that is damaged or disturbed through any cause shall be replaced, as ordered by the Engineer, at the expense of the contractor and at no cost to the owner.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-38 Gravel filter material.

Description. Under this section the contractor shall furnish all plant, labor equipment, appliances and materials and perform all operations necessary to furnish and place gravel filter material to complete backfill at structures, pipes and such other locations as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. Gravel filter material shall be placed in accordance with the requirements of the construction standards of the Town of Union and shall conform to Section 605, Underdrains, of the New York State Department of Transportation Standard Specifications of latest issue.

Excavation and backfill. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the subgrade elevation. All disturbed areas shall be raked free of large lumps of dirt, stones larger than three inches and other objectionable material which shall be removed from the site. All excess material produced from excavation shall be disposed of by the contractor, unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled, as directed, for use by the Town.

Material. Gravel filter material shall conform to Item 605.0901, Underdrain Filter, Type I, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

A carefully leveled and thoroughly compacted bed of this material shall be prepared just prior to the placement of the underdrain pipe. The thickness of the bed shall be four inches in soil, six inches in rock, as shown on the plans or as ordered by the Engineer.

After the pipe has been placed and properly aligned on the bed, gravel filter material shall be hand shoveled around the sides and to a level of six inches above the top of the underdrain pipe without compaction. Subsequent lifts shall be no more than six inches thick prior to compaction and shall be compacted by two passes of an approved vibrating pad or drum-type compactor.

Backfilling will then be continued in accordance to the specifications for excavation, trenching and backfilling, using suitable material from excavation or as ordered by the Engineer.

Samples and testing.

§ 181-39 Maintenance and protection of traffic.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his expense.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary for the maintenance of traffic for the duration of the contract and the protection of the traveling public from all damages to person and property within the limits of and for the duration of the contract in accordance with the plans and specifications or as directed by the Engineer.

General requirements.

Under this item, it is the intent that all signs, barriers and channelization, lighting and signals, flagmen and typical applications conform to Subchapter G, Maintenance and Construction Traffic Control of the New York State Manual of Uniform Traffic Control Devices of latest issue.

Maintenance and protection of traffic shall conform to the requirements of Section 619 of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The contractor shall maintain and protect traffic by so conducting his construction operations that the traveling public is subjected to a minimum of delay and hazard. Traffic to and from properties adjacent to that portion of the highway between the contract limits shall be maintained at all times.

Where the width adjacent to construction operations is insufficient to accommodate two-way traffic, turnouts 100 feet long and spaced not more than 500 feet apart shall be constructed by the contractor unless other provisions for accommodating traffic are shown or indicated on the plans or an alternate method is proposed by the contractor and approved. During dry weather the contractor shall treat the traveled way with water and/or calcium chloride at such locations and in a manner as the Engineer may direct.

The contractor shall maintain traffic at all locations in an approved manner.

The contractor shall perform the following additional requirements, subject to the approval of the Engineer, in order that traffic will be adequately maintained and protected. He shall:

Keep the surfaces of the traveled way free from mounds, depressions and obstructions, of any character, which might present a hazard or annoyance to traffic. Depressions in hard surface pavements shall be filled with approved bituminous patching material.

Keep the surface of all pavement used by the public free and clean of all dirt, debris, stones, timbers or other obstruction to provide a safe traveled way.

Furnish and erect approved signs for the directing of traffic, danger signs for curves, narrow pavement and other dangerous locations and road closure signs.

Furnish and erect road closure barricades which shall be adequately lighted at night and on which red danger lights shall be displayed and provide battery-operated flashers on all barricades.

Furnish and erect temporary barricades and guide railing at steep declivities and other points of hazard.

(f)

Maintain, relocate and repair existing directional and warning signs.

(g)

Provide for the erection of suitable canvases and screens to protect the public from paint spray, dripping paint, sand blasts and other falling material and objects.

(h)

Provide for the adequate lighting at night of all signs, barricades and points of special hazard, using electricity when available.

(i)

Provide watchmen and flagmen as may be necessary for the protection of traffic and provide flagmen at either end of any area restricted to one-way traffic.

If, upon notification by the Engineer, the contractor fails to correct any unsatisfactory condition within 24 hours of being so directed, the Engineer will immediately proceed with adequate forces to properly maintain the project and the entire cost of such maintenance shall be deducted from any moneys due the contractor under his contract.

Samples and testing.

[Amended 8-1-1990 by L.L. No. 12-1990]

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-40 Miscellaneous concrete.

Description. Under this section the contractor shall furnish all plant, labor material and equipment necessary to complete clearing, excavation or filling, form setting, preparation of subgrade and concrete work for the placement of the miscellaneous concrete as shown in the plans or proposal or as ordered by the Engineer.

General requirements.

Standard details. Miscellaneous concrete shall be placed in accordance with the construction standards of the Town of Union.

Removal of existing trees and shrubs. Trees and shrubs up to 12 inches in diameter which interfere with the new construction shall be cut and stumps shall be removed. Trees or shrubs which are marked for preservation shall be moved and replanted as ordered by the Engineer.

Excavation and backfill. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the subgrade elevation. All existing lawns and natural or filled embankments shall be cut back to form a 1:2 backslope. Where necessary, additional material shall be brought to the site to complete the backfilling. All disturbed areas shall be raked free of large lumps of dirt, stones larger than three inches and other objectionable material which shall be removed from the site. All excess material produced from excavation shall be disposed of by the contractor, unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled, as directed, for use by the Town.

Porous fill material shall be used to replace unsuitable subgrade material where ordered by the Engineer or where necessary to raise the level of the subgrade.

Material.

Concrete shall conform to the requirements for, Portland Cement Concrete, General, Section 501 of the New York State Department of Transportation Standard Specifications of latest issue modified as follows:

Portland cement for all concrete shall be an air-entraining cement conforming to Type 2A Cement.

Minimum cement content for miscellaneous concrete shall be seven bags per cubic yard irrespective of strength.

Concrete may be field mixed or transit mixed concrete, minimum strength at 28 days equal to or greater than 4,500 pounds per square inch.

Run-of-bank gravel shall conform to Item 203.07, Selected Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Mixing water shall be potable.

Form work. Suitable forms, if required, shall be provided and must be acceptable to the Engineer.

Method. Forms shall be set true line and grade as shown in the plans or as ordered by the Engineer. Form construction shall be of suitable material and acceptable to the Engineer. The subbase shall be thoroughly compacted using vibratory compaction equipment. Hand tamping may be used if the total depth of fill required does not exceed six inches. Concrete shall be mixed for at least 11/2 minutes until the color is uniform and there is uniform distribution of materials. Transit mixed concrete shall be completely discharged within 45 minutes after the mixing water is introduced into the mass. The concrete shall be thoroughly tamped to form a dense homogeneous mass. The concrete shall contain just enough water so that the concrete may be tamped without excessive displacement or splashing. Slump shall not be in excess of two inches.

Backfill. The excavated area shall be backfilled with suitable excavated material, unless otherwise ordered by the Engineer.

Protection of new work. The protection of the new work shall be the sole responsibility of the contractor. Concrete which is cracked or otherwise damaged shall be removed and replaced at the expense of the contractor.

Cold weather protection. No concrete work shall be done prior to April 1 or later than November 15 without written approval of the Engineer. Special cold weather precautions will be issued in the event that concrete operations must be conducted during freezing weather.

Samples and testing.

Test cylinders shall be taken from every pour, in the presence of the inspector, and sent to an approved testing facility. The cost of all samples and any other expenses incurred in making the test cylinders ready for inspection, sampling and/or testing shall be included in the unit prices bid for the various items in the contract. The test results shall be reported to the Engineer, in writing, for review and determination of acceptability. All test results shall be identified by job name and date sample was taken.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-41 New water services.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to complete the installation of new water services as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. Water services shall be installed in accordance with the requirements of the construction standards of the Town of Union.

Excavation and backfill. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the necessary depth. Where necessary, additional materials shall be brought to the site to complete backfilling. All excess material produced from excavation shall be disposed of by the contractor unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled as directed for use by the Town.

Porous fill material shall be used to replace unsuitable subgrade material where ordered by the Engineer or where necessary to raise the level of the subgrade.

Material.

Pipe shall be Type "K" copper, three-fourths-inch diameter.

Corporation stops shall be Mueller H 15000.

Splices shall be copper to copper Mueller 15405.

Curb stops shall be Mueller H 15200.

Plugging shall be with Solid Copper Disc Mueller H 15535.

Curb boxes shall be Erie Style Mueller H 10314 with Mueller H 87081 lids and Mueller H 82866 rods 45 inches in length.

Excavation shall conform to the requirements for Section 203, Excavation and Embankment, of the New York State Department of Transportation Standard Specifications of latest issue.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The pipe shall be placed in accordance with the details as shown on the Standard Detail Sheet or as ordered by the Engineer. Curb boxes shall be located two feet and six inches back of the curbline. All corporations shall be wet taps and the entire line tested under line pressure. Minimum depth of water service line shall be five feet and zero inches.

When the water service is located immediately under or over the storm sewer, the pipe shall be protected by an envelope of insulating material which shall be a minimum of one foot square in cross section with the water service in the center of the insulating material. The insulating material shall be Gilso Gard as manufactured by the American Gilsonite Company, Salt Lake City, Utah. The insulating material shall extend a minimum of two feet beyond the outside diameter of the sewer being crossed. Insulating material shall be placed and tamped around the water service.

Backfill. The excavation shall be backfilled to one foot above the pipe with run-of-bank gravel, compacted in six-inch lifts, no stones larger than three inches. In pavement areas, the remainder of the excavation shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts, no stones larger than three inches. In open areas, the remainder of the excavation shall be backfilled with suitable material, compacted in twelve-inch lifts, no stones larger than 12 inches, except for the top one foot of the trench, which shall be run-of-bank gravel.

Protection of new work. The contractor shall comply with Section 107-05E, Guarding and Protection, of the New York State Department of Transportation Standard Specifications of latest issue, when excavations are left open overnight and on nonworking days.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-42 PVC plastic drainpipe.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to complete clearing, excavation or filling, preparation of subgrade and backfilling for the installation of PVC plastic drainpipe, as shown on the plans, in the proposal or as ordered by the Engineer. This item includes materials of construction, pipe jointing materials and fittings, the placing of the material, embedding of the pipe, bracing of existing structures and all operations which are necessary to complete the work.

General requirements.

The PVC material from which the pipe and fittings shall be extruded or molded shall not contain any reclaimed, reground or reworked material whatsoever, but shall be compounded from virgin PVC resins, plasticizers, stabilizers and such materials that, when compounded, it shall meet the requirements contained in this specification.

The pipe and fittings shall be extruded or molded in such a manner that all cross sections shall be dense, homogeneous and free from porosity or other imperfections.

The solvent cement shall be a solution of unplasticized PVC tetrahydrofuran and cyclohexanone.

Standard details. PVC plastic drainpipe shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Joints shall be as required for the various pipes as called for on the plans, in the itemized proposal or as ordered by the Engineer. All joints will be either bell and spigot type or push-on type and shall be installed, made up and inspected in accordance with approved printed instructions of the manufacturer.

Material.

PVC material for pipe and fittings shall meet the requirements of ASTM Designation D1784 for Rigid Polyvinyl Chloride Compounds and Chlorinated Polyvinyl Chloride Compounds, Class 12444-B.

Molded or extruded pipe shall conform to ASTM Designation D1785 for Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 80, PVC 1120.

Molded or extruded fittings shall conform to ASTM Designation D2467 for Socket-Type Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 80, PVC I.

Solvent cement shall meet the requirements of ASTM Designation D2564 for Solvent Cements for Polyvinyl Chloride (PVC) Plastic Pipe and Fittings.

Dimensions. The dimensions and tolerances of the pipe and fittings shall conform to ASTM Designations D1785 and D2467, respectively.

Nominal Size	Outside Diameter (inches)	Inside Diameter (inches)	Wall Thickness Schedule 80 (inches)
4	4.500	3.826	.337
5	5.563	4.813	.375
6	6.625	5.761	.432
8	8.625	7.625	.500
10	10.750	9.564	.593

All material furnished shall be plainly marked in accordance with the ASTM Designations D1785, D2467 and D2564 for the pipe, fittings and solvent cement, respectively.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Pipe bedding shall be sand or an approved equal which meets the requirements for bedding as set forth in Section 620 of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

All drainpipe shall be placed on a cushion of pipe bedding which shall have a minimum depth of four inches extended the full width of the trench. Where trench excavation is performed in rock, the bedding cushion will be a minimum of six inches in depth. (See trench excavation, pipe bedding and backfill detail shown on the standards sheet of the plans.) The pipe will then be properly jointed and laid to the correct line and grade. Porous fill material shall then be placed adjacent to the sides of the pipe and to a height of a minimum of 1 1/2 feet above the pipe center line or as shown on the plans or as ordered by the Engineer and thoroughly compacted to provide lateral support for the pipe. This protective cushion shall be compacted using a vibratory-type compactor prior to backfilling the remainder of the trench.

[Amended 12-2-2009 by L.L. No. 15-2009]

The contractor shall provide the necessary lines and supports to ensure installation of the pipe to the line and grade as indicated on the plans or as ordered by the Engineer. The contractor's method for lowering the pipe into the trench shall be such that neither the pipe nor the trench will be damaged or disturbed.

The Engineer shall inspect all pipe before it is laid and reject any section that is damaged by handling or is found to be defective in any way, at the expense of the contractor.

The pipe installation shall begin at the downgrade end and progress in the upgrade direction with the bells of the pipe upgrade.

The upgrade end of pipelines not terminating in a structure shall be plugged with a cap or plug approved by the Engineer.

The pipe shall be accurately set to line and grade so that the invert will be smooth and uniform and shall not be laid on frozen ground.

Pipe which is not true in alignment or which shows any settlement after laying shall be taken up and relaid without extra compensation.

Backfill. The excavated trench shall be backfilled to one foot above the pipe with run-of-bank gravel, compacted in six-inch lifts, no stones larger than three inches. In pavement areas, the remainder of the trench shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts, no stones larger than three inches. In open areas, the remainder of the trench shall be backfilled with suitable excavated material, compacted in twelve-inch lifts, no stones larger than 12 inches, except for the top one foot of the trench, which shall be run-of-bank gravel.

Protection of new work.

Movement of construction equipment and all other vehicles and loads over and adjacent to any pipe shall be done at the contractor's risk. When determined by the Engineer, any pipe that is damaged or disturbed through any cause shall be replaced, as ordered by the Engineer, at the expense of the contractor and at no cost to the owner.

The contractor shall comply with Section 107-05E, Guarding and Protection, of the New York State Department of Transportation Standard Specifications of latest issue, when excavations are left open overnight and on nonworking days.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-43 Run-of-bank gravel fill.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to furnish and place run-of-bank gravel fill to complete embankments, shoulders, subgrade foundation and backfill at structures, pipes and other such locations as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. Run-of-bank gravel fill shall be placed in accordance with the requirements of the construction standards of the Town of Union and shall conform to Section 200, Earthwork, of the New York State Department of Transportation Standard Specifications of latest issue.

Excavation and backfill. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the subgrade elevation. All existing lawns and natural or filled embankments shall be cut back to form a 1:2 backslope. Where necessary, additional material shall be brought to the site to complete the backfilling. All disturbed areas shall be raked free of large lumps of dirt, stones larger than three inches and other objectionable material which shall be removed from the site. All excess material produced from excavation shall be disposed of by the contractor unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled, as directed, for use by the Town.

Material. Run-of-bank gravel shall conform to Item 203.7, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The material shall be placed in horizontal layers not to exceed six inches in thickness prior to compaction.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his expense.

§ 181-44 Reinforced concrete pipe.

Description. Under this section the contractor shall furnish all plant, labor, material and equipment necessary to complete clearing and excavation for the placement of reinforced concrete pipe as shown on the plans, in the proposal, or as ordered by the Engineer.

General requirements.

Standard details. Pipe shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Excavation and backfill. All material of every description and nature, necessary for proper installation of the work, shall be excavated down to the depth as shown on the plans or as ordered by the Engineer. Where necessary, additional material shall be brought to the site to complete the backfilling. All excess material produced from excavation shall be disposed of by the contractor, unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled, as directed, for use by the Town.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Joints shall be sealed with flexible watertight elastomeric gasket or preformed plastic sealer or as ordered by the Engineer.

Material.

Pipe. Round reinforced concrete pipe and reinforced concrete low-pressure flatbed pipe, where specified, shall conform to the New York State Department of Transportation Standard Specifications, Section 706-02, Reinforced Concrete Pipe, and ASTM Designation C 76 and Materials Method Number 1, class as listed in the proposal. Reinforced concrete low-pressure flatbed pipe shall also conform to AWWA Standard C 302, Sections 2.7, 3.2 and 3.4; all the pipe and joints shall be capable of withstanding an internal pressure of no less than 10 pounds per square inch gauge without leakage; pipe shall be "Flat Bed Amseal" pipe or approved equal. Reinforced concrete elliptical pipe shall conform to the New York State Department of Transportation Standard Specifications, Section 706-03, Reinforced Concrete Elliptical Pipe, and ASTM Designation C 507 and Materials Method Number 1, class as listed in the proposal. Pipe which is defective from any cause, including damage during handling shall be unacceptable for installation and shall be replaced by the contractor, at his expense, as ordered by the Engineer. Reference is made to the New York State Department of Transportation Standard Specifications of latest issue.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Pipe joints shall conform to the requirements of Section 603 of the New York State Department of Transportation Standard Specifications of latest issue.

Method. All pipe shall be laid true to line and grade and shall have a full, firm and even bearing. Bedding shall consist of sand, or approved equal, placed to a depth of four inches in soil and six inches in rock, unless otherwise directed by the Engineer. Pipe laying shall begin at the downgrade end and progress in the upgrade direction. Pipe with bell and spigot-type joints shall be laid with the bells upgrade. When pipe is supplied with lifting holes, these holes shall be plugged by the contractor with cement mortar prior to backfilling. The mortar shall be composed of one part portland cement and two parts mortar sand. Joints shall be sealed so as to form a watertight seal. The backfill shall be thoroughly compacted using vibratory compaction equipment.

[Amended 12-2-2009 by L.L. No. 15-2009]

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-45 Riprap.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to place riprap as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. Riprap type, as specified in the itemized proposal, shall be placed in accordance with the requirements of the construction standards of the Town of Union and shall conform to Section 620, Bank and Channel Protection, of the New York State Department of Transportation Standard Specifications of latest issue.

Excavation and backfill. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the subgrade elevation. All existing lawns and natural or filled embankments shall be cut back to form a 1:2 backslope. Where necessary, additional material shall be brought to the site to complete the backfilling. All disturbed areas shall be raked free of large lumps of dirt, stones larger than three inches and other objectionable material which shall be removed from the site. All excess material produced from excavation shall be disposed of by the contractor unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled as directed for use by the Town.

Porous fill material shall be used to replace unsuitable subgrade material where ordered by the Engineer or where necessary to raise the level of the subgrade.

Bedding material shall be composed of crushed stone, crushed air-cooled blast furnace slag or gravel, free of salt, nondurable particles, organic material and thin or elongated particles in excess.

Material.

Riprap shall conform to the requirements for Sections 620-2.01 and 620-2.03 of the New York State Department of Transportation Standard Specifications of latest issue.

Cement shall conform to the requirements for Portland Cement Type 2, Section 701-01 of the New York State Department of Transportation Standard Specifications of latest issue.

Fine aggregate shall conform to the requirements for Concrete Sand, Section 703-07 of the New York State Department of Transportation Standard Specifications of latest issue.

Bedding shall conform to the requirements for Section 620-2.05 of the New York State Department of Transportation Standard Specifications of latest issue.

Grout shall consist of one part cement and three parts fine aggregates meeting the requirements as stated herein.

Method.

Dry riprap shall be placed upon six inches of bedding material, unless the material is the underlying natural slope or embankment is suitable granular material as determined by the Engineer. The ground surface on which the grouted riprap is to be placed shall be free of bushes, trees, stumps and other objectionable material and shall be dressed to a smooth surface. All soft or spongy material shall be removed to the depth shown on the plans or as ordered by the Engineer and replaced with approved material. Filled areas shall be compacted in accordance with applicable provisions of Section 203-3.12, Compaction, of the New York State Department of Transportation Standard Specifications of latest issue. Protection for structure foundations shall be provided as early as the foundation construction permits.

The riprap shall consist of stones shaped as nearly as practicable in the form of right rectangular prisms. At least 50% by weight, of the stones shall weigh in excess of 300 pounds each, and the remainder of the stones shall weigh from 100 to 300 pounds each. One dimension of each of the stones furnished shall at least equal to the thickness of the riprap as shown on the plans.

The stones shall be placed so that the dimension approximately equal to the layer thickness is perpendicular to the slope surface and that the weight of the stone is carried by the underlying material and not by the adjacent stones. On slopes, the largest stones shall be placed at the bottom of the slope. The riprap shall be properly aligned and placed so as to minimize void spaces between adjacent stones.

For dry riprap, the spaces between the stones shall be filled with spalls of suitable size.

For grouted riprap, the material upon which the riprap is laid shall not be allowed to occupy the space between the stones. When the stones are in place, the spaces between them shall be completely filled with grout and the surface of the stones cleaned to remove accumulations of grout. Riprap shall not be grouted in freezing weather. The grouted riprap shall be kept moist for seven days after grouting. A suitable curing compound may be employed, if approved by the Engineer.

The Engineer may order that occasional spaces be left ungrouted for relief of hydrostatic pressure. The ungrouted spaces shall be chinked with spalls of suitable size.

Protection of new work. The protection of the new work shall be the sole responsibility of the contractor. All work which is damaged or deemed unsatisfactory by the Engineer shall be removed and replaced at the expense of the contractor.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-46 Rock excavation.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to complete rock excavation as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. Rock excavation shall be performed in accordance with the requirements of the construction standards of the Town of Union and shall conform to the requirements of Section 200, Earthwork, of the New York State Department of Transportation Standard Specifications of latest issue.

Rock excavation shall be comprised of boulders measuring 1/3 cubic yard or more in volume, rock material in ledges, bedded deposits, unstratified masses and conglomerate deposits, so firmly cemented that they possess the characteristics of solid rock, which cannot be removed without systematic drilling and blasting, and concrete or masonry structures. The removal of bituminous paving shall not be considered as rock excavation.

Material. Rock excavation shall conform to the requirements of Section 203-3.05 of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

Rock shall be excavated by a method as approved by the Engineer and shall conform to the requirements of Section 107-05, Safety and Health Requirements, of the New York State Department of Transportation Standard Specifications of latest issue.

Where rock excavation, as defined herein, is required, the rock shall be excavated to a minimum depth as indicated on the plans or as ordered by the Engineer. Overdepths in the rock excavation shall be backfilled with suitable material as determined by the Engineer.

Protection of new work. The protection of the new work shall be the sole responsibility of the contractor. All work which is damaged shall be removed and replaced at the expense of the contractor.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-47 Sanitary manholes.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary for the construction of manholes built of brick, concrete block, precast reinforced concrete or cast-in-place concrete as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. Sanitary manholes shall be constructed in accordance with the requirements of construction standards of the Town of Union and shall conform to the requirements of Section 604 of the New York State Department of Transportation Standard Specifications of latest issue.

Excavation and backfill. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the subgrade elevation. Where necessary, additional material shall be brought to the site to complete backfilling. All excess material produced from excavation shall be disposed of by the contractor unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled as directed for use by the Town.

Porous fill material shall be used to replace unsuitable subgrade material where ordered by the Engineer or where necessary to raise the level of the subgrade.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Material.

Excavation shall conform to the requirements for Section 203, Excavation and Embankment, of the New York State Department of Transportation Standard Specifications of latest issue.

Sheeting shall conform to the requirements for Section 107-05, Safety and Health Requirements, of the New York State Department of Transportation Standard Specifications of latest issue.

Common brick shall conform to the requirements of Section 704-01 of the New York State Department of Transportation Standard Specifications of latest issue.

Concrete brick shall conform to the requirements for Section 704-02 of the New York State Department of Transportation Standard Specifications of latest issue.

Concrete block shall conform to the requirements for Section 704-03 of the New York State Department of Transportation Standard Specifications of latest issue.

Precast reinforced concrete manholes shall conform to the requirements for Section 706-04 of the New York State Department of Transportation Standard Specifications of latest issue.

Joint material shall be placed between risers and between riser and base and shall be precision joint (rubber gasket) conforming to ASTM Specification C 443 of latest issue.

Concrete for cast-in-place manholes shall conform to the requirements for Section 555 of the New York State Department of Transportation Standard Specifications of latest issue.

Mortar shall consist of one part cement, conforming to the requirements of Section 701-02 of the New York State Department of Transportation Standard Specifications of latest issue, and two parts sand, conforming to the requirements of Section 703-3 of the New York State Department of Transportation Standard Specifications of latest issue.

Steel reinforcing shall conform to the requirements for Section 709-01 of the New York State Department of Transportation Standard Specifications of latest issue.

Iron castings for frames and covers shall conform to the Town of Union Standard Sheet or as specified in the proposal.

Piping and fittings for drops shall be of the same material as the main sewer line or, at the contractor's option and at no extra charge, the substitution of cast iron may be made.

(13)

Asphalt coating for manhole exteriors shall be Inertol Standard.

(14)

Coal tar epoxy paint for frames and covers shall be manufactured by the Inertol Company.

(15)

Run-of-bank gravel shall conform to the Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

(16)

Bedding shall be sand or an approved equal which meets the requirements for bedding as set forth in Section 620 of the New York State Department of Transportation Specifications of latest issue.

Method.

Excavation for manholes will be made to as nearly vertical surfaces as possible to a line one foot outside the footings. Boulders, logs or any other objectionable material shall be removed. Care shall be exercised to prevent overexcavation and to protect the bottom to assure a firm foundation.

The contractor shall do all bracing, sheathing or shoring necessary to perform and protect the excavation and the workman as required for safety and to conform to governing laws. Unless otherwise provided, bracing, sheathing and shoring involved in the construction shall be removed prior to backfilling the manhole.

Manholes shall be installed so that tops finish at grade as shown on the drawings or as ordered by the Engineer. Provision shall be made to permit future downward adjustment of the frame and grate by providing three courses of brick at the top section. Manholes, in general, shall be circular in form and four feet in diameter inside at the bottom, except as otherwise shown on the drawings. Special shapes and materials may be required to meet local conditions. Footings and bottoms shall be six inches thick for manholes up to 10 feet high and eight inches thick for manholes in excess of 10 feet high. Manholes constructed of brick, concrete block or cast-in-place concrete shall be eight inches thick for depth up to 12 feet high and shall be increased to 12 inches thick for depths in excess of 12 feet. Manholes constructed of precast concrete shall be five inches thick.

Walls of brick or concrete block shall be plastered smooth on both interior and exterior with a plaster parge coat consisting of one part portland cement and two parts of clean sharp sand. Masonry construction will not be permitted during freezing weather or when masonry units contain frost unless the contractor provides heated enclosures and obtains permission from the Engineer in writing. Exterior surfaces of the manhole shall be coated with two separate coats of Inertol Standard after the parge coat has been allowed to cure. Application shall be by brush or spray in such a manner as to ensure complete coverage.

Inverts in manholes on straight runs shall be formed by the use of channel pipe or shaped concrete as detailed. Inverts in manholes where changes in direction or grade are made shall be formed by making curved channels of concrete or of sewer brick laid on edge. The channels shall have a smooth surface free from irregularities.

Precast concrete manholes shall be handled in a manner that will assure that they are not damaged. Assembly will be as shown on the Town of Union Standard Sheet.

Castings, frames and covers shall be placed in the position indicated on the plans or as ordered by the Engineer and shall be set to the elevations as shown on the plans. Bearing surfaces which are to receive the castings shall be flat. The casting shall be set in a bed of mortar and anchored to the masonry as indicated on the plans or as ordered by the Engineer. All units shall be firm and secure. Manhole frames and covers shall be painted, after installation, with two coats of coal tar epoxy paint. Surfaces to be painted shall be dry and free of loose scale, rust or dirt.

Backfill shall he uniformly placed around all sides of the manhole in layers not to exceed six inches in depth. Each layer shall be thoroughly compacted using vibratory type compaction equipment. Special precautions shall be used in backfilling the manhole at the junction of the walls and the inlet and outlet sewer pipes. The backfill under the pipe shall be thoroughly compacted to provide the necessary support for the pipe to prevent shearing action where the pipe enters the manhole structure. Special care shall be exercised to prevent wedging action of the compacted soil against the completed structures.

Backfill. The excavation shall be backfilled to one foot above the pipe with bedding material. In pavement areas, the remainder of the trench shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts, no stones larger than three inches. In open areas, the remainder of the trench shall be backfilled with suitable excavated material, compacted in twelve-inch lifts, no stones larger than 12 inches, except for the top one foot of the trench, which shall be run-of-bank gravel.

[Amended 12-2-2009 by L.L. No. 15-2009]

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

Cleaning and restoration of site.

After the backfill is completed, the contractor shall dispose of all surplus material, dirt and rubbish from the site. Surplus dirt may be deposited in embankment, shoulders or as ordered by the Engineer. The contractor shall restore all disturbed areas to the original condition. After all work is completed, the contractor shall remove all tools and other equipment used by him, leaving the entire site free, clear and in good condition.

Cleaning and restoration of site is not payable directly, but shall be considered as a subsidiary obligation of the contractor, covered under the contract unit price bid for the pipe.

Inspection. Prior to final approval of the sewage system, the Engineer, accompanied by the contractor's representative, shall make a thorough inspection, by an appropriate method, of the entire installation. Any indication of defects in material or workmanship or obstruction to flow in the manhole shall be further investigated and corrected by the contractor without additional compensation, and as ordered by the Engineer.

§ 181-48 Sanitary sewer construction.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to complete clearing, excavation or filling, preparation of subgrade and backfilling for the construction of sanitary sewer as shown on the plans, in the proposal or as ordered by the Engineer. This section includes the materials of construction, pipe jointing materials and fittings, the placing of the material, embedding of the pipe, bracing of existing structures and all operations which are necessary to complete the work. Excavation, backfill and restoration are covered under their respective sections.

General requirements.

Standard details. Pipe shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Excavation and backfill. All material of every description and nature, necessary for proper installation of the work, shall be excavated down to the depth as shown on the plans or as ordered by the Engineer. Where necessary, additional material shall be brought to the site to complete the backfilling. All excess material produced from excavation shall be disposed of by the contractor unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled as directed for use by the Town.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Material.

Polyvinyl chloride (PVC) pipe and fittings shall be made from PVC compounds as defined and described in ASTM Specifications D1784, of latest issue, and shall conform to the requirements of ASTM Specification D 3034 (SDR 35), of latest issue.

Ductile iron (DIP) pipe and fittings shall conform to the requirements of ANSI Specifications A 21.51 for Class 4 pipe and A 21.11 for push-on joints.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The contractor shall connect the new sewers to the existing or proposed structures, as shown on the plans, in the proposal or as ordered by the Engineer.

All sewer pipe shall be placed on a cushion of bedding material which shall have a minimum depth of four inches extended the full width of the trench. Where trench excavation is performed in rock, the bedding will be a minimum of six inches in depth. (See trench excavation, pipe bedding and backfill detail shown on the standards sheet of the plans.) The pipe will then be properly jointed and laid to the correct line and grade. Bedding material shall then be placed adjacent to the sides of the pipe and to a height of a minimum of 1 1/2 feet above the pipe center line, or as shown on the plans or as ordered by the Engineer, and thoroughly compacted to provide lateral support for the pipe. This protective cushion shall be compacted using a vibratory-type compactor prior to backfilling the remainder of the trench.

[Amended 12-2-2009 by L.L. No. 15-2009]

The Engineer shall inspect all pipe before it is laid and reject any section that is damaged by handling or is found to be defective in any way, at the expense of the contractor.

The pipe installation shall begin at the downgrade end and progress in the upgrade direction with the bells of the pipes upgrade.

The upgrade end of pipelines not terminating in a structure shall be plugged with a cap or plug approved by the Engineer and capable of withstanding exfiltration testing as herein specified.

The pipe shall be accurately set to line and grade so that the invert will be smooth and uniform and shall not be laid on frozen ground.

Pipe which is not true in alignment or which shows any settlement after laying shall be taken up and relaid without extra compensation.

[Amended 12-2-2009 by L.L. No. 15-2009]

Protection of new work. Movement of construction equipment and all other vehicles and loads over and adjacent to any pipe shall be done at the contractor's risk. When determined by the Engineer, any pipe that is damaged or disturbed through any cause shall be replaced, as ordered by the Engineer, at the expense of the contractor and at no cost to the owner.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

Tees and laterals.

The contractor shall, where ordered, place tees in sewers for lateral connections. Tees shall be placed with the opening upward at 45° to the vertical. Tee connections shall be of the same material and strength as the sewer line and shall have the same type joint. Tees provided for future use shall be fitted with factory installed aluminum stoppers. Whenever the tee is located at a depth in excess of 12 feet, the Engineer may order that a riser be extended upward encased in concrete as shown on the plans.

The contractor shall place, where specified or ordered, laterals from the tees extending to the street right-of-way or as shown on the plans. All laterals shall be laid on a grade not less than 1/4 inch per foot, unless otherwise ordered.

Laterals shall be of the same material and strength and the same type of joint as the main line sewer. The laterals shall be four inches diameter. Ends of laterals shall be plugged in the same manner as specified for tees.

The ends of all laterals, where not connected for service, shall be marked by a two-by-four-inch timber extending vertically from the invert of the branch to ground surface.

Payment for encasing laterals in concrete will be included in the unit price bid for drop laterals.

Test for sanitary sewers. The initial section (M.H. to M.H.) minimum 100 feet of sewer construction shall be tested for leakage prior to backfilling before the contractor will be allowed to continue laying additional sewer pipe. Other leakage tests shall be conducted as the work progresses. The tests shall be performed in a manner and at intervals acceptable to the Engineer. All sewers shall be tested for watertightness and shall meet the requirements set forth below before final acceptance of the work of the contract. The contractor shall furnish all necessary appliances and make the tests at his own expense.

Exfiltration test.

Tests shall be made by filling the sewer with water and measuring the quantity of leakage from the sewer. The head of water during the tests shall be maintained at least two feet above the highest section of the work being tested. Where work being tested has been constructed in water bearing soils, leakage tests may, at the discretion of the Engineer, be made by measuring the quantity of infiltration into the sewer or structure.

The allowable leakage or infiltration per 24 hours per inch of diameter per 1,000 feet of sewer tested shall not exceed 37 gallons. Localized or spurting leaks of any volume detected in sewers shall be permanently stopped.

Where the plans and specifications indicate vitrified clay pipe and the section to be tested would establish a hydraulic head on the downstream plug in excess of 15 feet, the sewer line shall be flushed and candled and the test shall be made by low-pressure air. Where the plans and specifications indicate asbestos-cement sewer pipe and the section to be tested would establish a maximum hydraulic head on the downstream plug in excess of 25 feet, the sewer line shall be flushed and candled and the test made by the low-pressure air. Manholes shall be tested individually by filling with water. The allowable drop in the water surface of the manhole shall not exceed 0.01 feet per foot of diameter per foot of vertical depth of manhole per hour.

The contractor, at his option, may test the entire sewer line by the low-pressure air method in lieu of the hydrostatic testing. The recommended procedure for air testing of sanitary sewers is described in ASTM C 828-78T. The parameter to be measured is the rate of air loss based on an average test pressure of 3.0 pounds per square inch gauge above any back pressure due to any groundwater that may be over the pipe.

Since there is no accurate correlation available for comparing water leakage rates to air leakage rates, the reliance on measured water leakage cannot be totally discarded. Accordingly, 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 tests, 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.

Low-pressure air acceptance test.

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.

Air shall be slowly supplied to the plugged pipeline until the internal air pressure reaches four 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.

The pressure shall then be allowed to decrease to 31/2 pounds per square inch at which time a stop watch shall be started. At the end of the holding time shown in the following air test table[1] the pressure drop shall be recorded. The pipeline shall be considered acceptable if the pressure has not dropped below 21/2 pounds per square inch.

Editor's Note: The air test table is included at the end of this chapter.

Manholes shall be tested individually by filling with water. The allowable drop in the water surface of the manhole shall not exceed 0.01 feet per foot of diameter per foot of vertical depth of manhole per hour.

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 and without additional compensation.

Cleaning and restoration of site.

Cleaning and restoration of the site is not payable directly, but shall be considered as a subsidiary obligation of the contractor, covered under the contract unit price bid for the pipe.

Inspection. Prior to final approval of the sewage system, the Engineer, accompanied by the contractor's representative, shall make a thorough inspection, by an appropriate method, of the entire installation. Any indication of defects in material or workmanship or obstruction to flow in the pipe system shall be further investigated and corrected by the contractor without additional compensation, and as ordered by the Engineer.

Concrete cradle; concrete encasement.

Where shown on the drawings or as required to complete the construction to the satisfaction of the Engineer, the sewer pipe shall be supported on a concrete cradle or encased in concrete.

Where a concrete cradle is called for, the concrete shall be placed for the full width of the cradle up to the level of the bottom of the pipe. Before the concrete has set, the joints shall be made and the pipe set to line and grade and the concrete placed and tamped under the haunches of and around the pipe to the level shown on the plans.

All concrete for cradles and encasement shall be Class A Concrete. Payment for this concrete will be made under § 181-42, Miscellaneous concrete.[2]

Editor's Note: Original § 35-50N, Basis of payment, which immediately followed this subsection, was repealed 8-1-1990 by L.L. No. 12-1990.

§ 181-49 Sanitary sewer laterals.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to complete clearing, excavation or filling, preparation of subgrade and backfilling for the construction of sanitary sewer laterals as shown on the plans, in the proposal or as ordered by the Engineer. This section includes the materials of construction, pipe jointing materials and fittings, excavation, backfill, restoration, the placing of the materials, embedding of the pipe, bracing of existing structures and all operations which are necessary to complete the work.

General requirements.

Standard details. Pipe shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Excavation and backfill. All material of every description and nature, necessary for proper installation of the work, shall be excavated down to the depth as shown on the plans or as ordered by the Engineer. Where necessary, additional material shall be brought to the site to complete the backfilling. All excess material produced from excavation shall be disposed of by the contractor unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled as directed for use by the Town.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Material.

Polyvinyl chloride (PVC) pipe and fittings shall be made from PVC compounds as defined and described in ASTM Specification D1784, of latest issue, and shall conform to the requirements of ASTM Specification D 3034 (SDR 35), of latest issue.

Ductile iron (DIP) pipe and fittings shall conform to the requirements of ANSI Specifications A 21.51 for Class 4 pipe and A 21.11 for push-on joints.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

Whenever the tee is located at a depth in excess of 12 feet, the Engineer may order that a riser be extended upward encased in concrete as shown on the plans.

Laterals shall be of the same material and strength and the same type of joint as the main line sewer. The laterals shall be four inches in diameter. End of the laterals shall be plugged with factory installed aluminum stoppers. Cleanouts shall be added to the end of each sanitary sewer lateral per Figure 16, Lateral Connection.[1]

[Amended 3-2-2005 by L.L. No. 3-2005]

Editor's Note: Figure 16 is included at the end of this chapter.

The ends of all laterals, where not connected for service, shall be marked by a two-by-four-inch timber extending vertically from the invert of the branch to the ground surface.

Drop laterals shall be constructed at locations as shown on the plans or as ordered by the Engineer. Concrete encasement for drop laterals shall be as shown on the Standard Detail Sheet.

All sewer pipe shall be placed on a cushion of bedding which shall have a minimum depth of four inches extended the full width of the trench. Where trench excavation is performed in rock, the bedding will be a minimum of six inches in depth. (See trench excavation, pipe bedding and backfill detail shown on the standards sheet of the plans.) The pipe will then be properly jointed and laid to the correct line and grade. Bedding material shall then be placed adjacent to the sides of the pipe and to a height of a minimum of 1 1/2 feet above the center line or as shown on the plans or as ordered by the Engineer, and thoroughly compacted to provide lateral support for the pipe. This protective cushion shall be compacted using a vibratory-type compactor prior to backfilling the remainder of the trench.

[Amended 12-2-2009 by L.L. No. 15-2009]

The contractor shall provide the necessary lines and supports to ensure installation of the pipe to the line and grade as indicated on the plans or as ordered by the Engineer. The contractor's method for lowering the pipe in the trench shall be such that neither the pipe nor the trench will be damaged or disturbed.

The Engineer shall inspect all pipe before it is laid and reject any section that is damaged by handling or is found to be defective in any way, at the expense of the contractor.

The pipe installation shall begin at the downgrade end and progress in the upgrade direction with the bells of the pipes upgrade.

The upgrade end of pipelines not terminating in a structure shall be plugged with a cap or plug approved by the Engineer and capable of withstanding exfiltration testing.

The pipe shall be accurately set to line and grade so that the invert will be smooth and uniform and shall not be laid on frozen ground.

Pipe which is not true in alignment or which shows any settlement after laying shall be taken up and re-laid without extra compensation.

[Amended 12-2-2009 by L.L. No. 15-2009]

Protection of new work. Movement of construction equipment and all other vehicles and loads over and adjacent to any pipe shall be done at the contractor's risk. When determined by the Engineer, any pipe that is damaged or disturbed through any cause shall be replaced, as ordered by the Engineer, at the expense of the contractor and at no cost to the owner.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

Cleaning and restoration of site.

Cleaning and restoration of site is not payable directly, but shall be considered as a subsidiary obligation of the contractor, covered under the contract unit price bid for the sewer lateral.

§ 181-50 Sheeting and bracing.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to furnish, place, maintain and remove (unless ordered left in place) sheeting and bracing to protect workmen in excavations as required under Title 29 Code of Federal Regulations, Part 1926, Safety and Health Regulations for Construction (OSHA).

General requirements.

Standard details. Sheeting and bracing shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Sheet piling shall be of adequate cross section and shall be adequately braced to protect workers against the hazard of falling or sliding materials.

Material. The selection of materials, their arrangement and details shall be at the contractor's option and responsibility, but subject to the approval of the Engineer.

Method.

Sheeting shall be used as such locations as required under Title 29, Part 1926 of the Occupational Safety and Health Act (OSHA) standards and shall be installed as a sole responsibility of the contractor under his orders and directions.

All sheeting is to be removed prior to backfilling the excavations unless such removal, in the opinion of the Engineer, would endanger the workmen or the completed portions of the work or surroundings. In such an event, the Engineer will issue an order to the contractor permitting the sheeting and bracing to be left in place.

Protection of new work. The contractor shall comply with Section 107-05E, Guarding and Protection of the New York State Department of Transportation Standard Specifications of latest issue, when excavations are left open overnight and on nonworking days.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

§ 181-51 Stakeout survey.

Description. Under this section, the contractor shall make the stakeout survey for construction purposes either by a professional engineer or land surveyor licensed by the State of New York, consistent with good survey practice. The work shall proceed immediately upon the award of the contract and shall be expeditiously progressed to completion in a manner and at a rate satisfactory to the Engineer. The contractor shall keep the Engineer fully informed as to the progress of the stakeout survey.

[Amended 12-2-2009 by L.L. No. 15-2009]

General requirements.

All instruments, equipment, stakes and other material necessary to perform the work shall be provided by the contractor.

All stakes used shall be of the type approved by the Engineer, clearly and permanently marked so as to be legible at all times. It shall be the contractor's responsibility to maintain these stakes in their proper position and location at all times. Any existing stakes or markers defining property lines and survey monuments which may be disturbed during construction shall be properly tied in to fixed reference points before being disturbed and accurately reset in their proper position upon completion of the work.

Material. The survey and stakeout shall conform to the requirements for Section 634, Miscellaneous, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The contractor shall trim trees, brush and other interfering objects, not inconsistent with the plans, from survey lines in advance of all survey work to permit accurate and unimpeded work by his stakeout survey crews and the Engineer's cross section survey crews. The exact position of all work shall be established from control points which are shown on the plans or supplied by the Engineer. Any error, apparent discrepancy or absence in or of data shown or required for accurately accomplishing the stakeout survey shall be referred to the Engineer for interpretation or furnishing when such is observed or required.

The contractor shall be responsible for the accuracy of his work and shall maintain all reference point stakes, etc., throughout the life of the contract. Damaged, destroyed or inaccessible reference points, bench marks or stakes shall be replaced by the contractor. Existing or new control points that will be or are destroyed during construction shall be reestablished and all reference ties recorded therefor shall be furnished to the Engineer. All stakeout survey work shall be referenced to the center line shown on the plans. All computations necessary to establish the exact position of work from control points shall be made and preserved by the contractor. All computations, survey notes and other records necessary to accomplish the work shall be neatly made available to the Engineer upon request and furnished to the Town upon contract completion.

The Engineer may check all or any portion of the stakeout survey work or notes made by the contractor and any necessary correction to the work shall be immediately made. Such checking by the Engineer shall not relieve the contractor of any responsibilities for the accuracy or completeness of his work.

The contractor will not be required or permitted to take the preconstruction or final cross sections that are used for payment purposes.

Reference points, base lines, stakes and bench marks for borrow pits shall be established by the contractor.

All required right-of-way and easement limits shall be reestablished, staked and referenced by the contractor concurrent with the construction stakeout survey.

The contractor shall place two offset stakes or references at each center-line station and at such immediate stations as the Engineer may direct. From computations and measurements made by the contractor, these stakes shall be clearly marked with the correct center-line station number, offset and cut or filled so as to permit the establishment of the true center-line location during construction. He shall locate and place all cut, fill, slope, fine grade or other stakes and points as the Engineer may direct, to be necessary for the proper progress of the work.

Drainage structures shall be staked out by the contractor at the locations and elevations shown on the plans or ordered by the Engineer. The contractor shall also accurately establish the center line of bearings on bridge abutments and piers, mark accurately the location of anchor bolts to be installed and check the elevations of bearing surfaces and set bearing plates at their exact elevation. Before completion of the fabrication of steel for superstructures, the contractor shall verify by accurate field measurements the location, both vertically and horizontally, of all bearings and shall assume full responsibility for the fabricated steel fitting the bearings as constructed.

§ 181-52 Perforated rigid polyvinyl chloride (PVC) underdrain.

Prior to the final cross section survey by the Engineer the contractor shall reestablish center-line points and stationing as required by the Engineer.

[Amended 8-1-1990 by L.L. No. 12-1990]

[Amended 12-2-2009 by L.L. No. 15-2009]

Description. Under this section, the contractor shall furnish all plant, labor, materials, equipment and appliances and perform all operations necessary to complete clearing and excavation for the placement of perforated galvanized corrugated steel pipe underdrain of the size, gauge and corrugation as shown on the plans, in the itemized proposal or as ordered by the Engineer.

General requirements.

Standard details. Underdrain shall be placed in accordance with the requirements of the construction standards of the Town of Union and shall conform to the requirements of Section 605, Underdrains, of the New York State Department of Transportation Standard Specification of latest issue.

Excavation and backfill. All material of every description and nature, necessary for proper installation of the work, shall be excavated to the depth as shown on the plans or as ordered by the Engineer. Where necessary, additional material shall be brought to the site to complete the backfilling. All excess material produced from excavation shall be disposed of by the contractor, unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled, as directed, for use by the Town.

Porous fill material shall be used to replace unsuitable material as ordered by the Engineer.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Joints shall be connected by use of coupling bands as required for the various pipes as called for on the plans, in the proposal, or as ordered by the Engineer.

Material.

PVC underdrain and fittings shall conform to the requirements of Section 706-18, Perforated Polyvinyl Chloride Underdrain, of the New York State Department of Transportation Standard Specifications of latest issue.

[Amended 12-2-2009 by L.L. No. 15-2009]

Run-of-bank gravel shall conform to Item 203-07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Gravel filter material shall conform to Item 605.0901, Underdrain Filter, Type I, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The pipe shall be installed true to line and grade in accordance with the method specified on either the plans or the Standard Detail Sheet and shall be in conformance with one of the following criteria:

Pipe installed in a subgrade section shall be bedded on not less than four inches of compacted filter material and shall have not less than six inches of filter material each side and above the pipe. The remainder of the underdrain installation section shall be completed using materials in accordance with the Standard Detail Sheet or as indicated on the plans.

Pipe installed in a trench section shall be bedded on filter material in accordance with the requirements for underdrain as shown on the Standard Detail Sheet. The filter material shall be carefully placed by hand shoveling on each side and to a depth of at least six inches over the top of the pipe. The pipe trench shall then be filled with materials in accordance with the Standard Detail Sheet. Special care shall be taken to ensure that neither the alignment nor grade of the pipe is disturbed.

Perforations shall be placed down unless the plans or special provisions indicate otherwise.

Samples and testing.

§ 181-53 Storm manholes, catch basins and field inlets.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary for the construction of storm manholes, catch basins and/or field inlets built of brick, concrete block, precast reinforced concrete or cast-in-place concrete as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. Storm manholes, catch basins and/or field inlets shall be constructed in accordance with the requirements of the construction standards of the Town of Union and shall conform to the requirements of Section 604 of the New York State Department of Transportation Standard Specifications of latest issue.

Porous fill material shall be used to replace unsuitable subgrade material, as ordered by the Engineer, where necessary to raise the level of the subgrade.

Bedding shall be placed to the depth as shown on the plans or as ordered by the Engineer.

Material.

Excavation shall conform to the requirements for Section 203, Excavation and Embankment, of the New York State Department of Transportation Standard Specifications of latest issue.

Sheeting shall conform to the requirements for Section 107-05, Safety and Health Requirements, of the New York State Department of Standard Specifications of latest issue.

Common brick shall conform to the requirements of Section 704-01 of the New York State Department of Transportation Standard Specifications of latest issue.

Concrete brick shall conform to the requirements for Section 704-02 of the New York State Department of Transportation Standard Specifications of latest issue.

Concrete block shall conform to the requirements for Section 704-03 of the New York State Department of Transportation Standard Specifications of latest issue.

Precast reinforced concrete shall conform to the requirements for Section 706-04 of the New York State Department of Transportation Standard Specifications of latest issue.

Joint material shall be placed between risers and between riser and base and shall be precision joint (rubber gasket) conforming to ASTM Specification C 443 of latest issue.

Concrete for cast-in-place shall conform to the requirements for Section 555 of the New York State Department of Transportation Standard Specifications of latest issue.

Mortar shall consist of one part cement, conforming to the requirements of Section 701-02 of the New York State Department of Transportation Standard Specifications of latest issue, and two parts sand, conforming to the requirements of Section 703-03 of the New York State Department of Transportation Standard Specifications of latest issue.

Steel reinforcing shall conform to the requirements for Section 709-01 of the New York State Department of Transportation Standard Specifications of latest issue.

Iron castings for frames and covers shall conform to the Town of Union Standard Sheet or as specified in the proposal.

Coal tar epoxy paint for frames and covers shall be manufactured by the Inertol Company.

(13)

Run-of-back gravel shall conform to the Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

(14)

Bedding shall be sand or an approved equal which meets the requirements for bedding as set forth in Section 620 of the New York State Department of Transportation Specifications of latest issue.

Method.

Excavation for storm manholes, catch basins and/or field inlets will be made to as nearly vertical surfaces as possible to a line one foot outside the footings. Boulders, logs or any other objectionable material shall be removed. Care shall be exercised to prevent overexcavation and to protect the bottom to assure a firm foundation.

Manholes, catch basins and/or field inlets shall be installed so that tops finish at grade as shown on the drawings or as ordered by the Engineer. Provision shall be made to permit future downward adjustment of the frame and grate by providing three courses of brick at the top section. Manholes, in general, shall be circular in form and four feet in diameter inside at the bottom, except as otherwise shown on the drawings. Catch basins and field inlets shall be constructed of concrete block or precast concrete units with an inside dimension of two feet by three feet with a two-foot sump. Special shapes and materials may be required to meet local conditions. Footings and bottoms shall be six inches thick for manholes, catch basins and/or field inlets up to 10 feet high and eight inches thick for manholes, catch basins and/or field inlets in excess of 10 feet high. Manholes, catch basins and/or field inlets constructed of brick, concrete block or cast-in-place concrete shall be eight inches thick for depth up to 12 feet high and shall be increased to 12 inches thick for depths in excess of 12 feet. Manholes, catch basins and/or field inlets constructed of precast concrete shall be five inches thick.

Precast concrete manholes, catch basins and/or field inlets shall be handled in a manner that will assure that they are not damaged. Assembly will be as shown on the Town of Union Standard Sheet.

Castings, frames and covers shall be placed in the position indicated on the plans or as ordered by the Engineer and shall be set to the elevations as shown on the plans. Bearing surfaces which are to receive the castings shall be flat. The casting shall be set in a bed of mortar and anchored to the masonry as indicated on the plans or as ordered by the Engineer. All units shall be firm and secure. Manhole, catch basin and/or field inlet frames and covers shall be painted (after installation) with two coats of coal tar epoxy paint. Surfaces to be painted shall be dry and free of loose scale, rust or dirt.

Backfill shall be uniformly placed around all sides of the manhole, catch basin and/or field inlet in layers not to exceed six inches in depth. Each layer shall be thoroughly compacted using vibratory type compaction equipment. Special precautions shall be used in backfilling the manhole, catch basin and/or field inlet at the junction of the walls and the inlet and outlet storm sewer pipes. The backfill under the pipe shall be thoroughly compacted to provide the necessary support for the pipe to prevent shearing action where the pipe enters the manhole, catch basin and/or field inlet. Special care shall be exercised to prevent wedging action of the compacted soil against the completed structure.

Backfill. The excavation shall be backfilled to one foot above the pipe with bedding material. In pavement areas, the remainder of the excavation shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts, no stones larger than three inches. In open areas, the remainder of the excavation shall be backfilled with suitable excavated material, compacted twelve-inch lifts, no stones larger than 12 inches, except for the top one foot of the trench, which shall be run-of-bank gravel.

[Amended 12-2-2009 by L.L. No. 15-2009]

Samples and testing.

All materials and products to be used in the construction shall meet the quality requirements of Section 700, Materials Details of the New York State Department of Transportation Standard Specifications of latest issue.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

Cleaning and restoration of site.

After the backfill is completed, the contractor shall dispose of all surplus material, dirt and rubbish from the site. Surplus dirt may be deposited in embankment, shoulders or as ordered by the Engineer. The contractor shall restore all disturbed areas to the original condition, After all work is completed, the contractor shall remove all tools and other equipment used by him, leaving the entire site free, clear and in good condition.

Cleaning and restoration of site is not payable directly, but shall be considered as a subsidiary obligation of the contractor, covered under the contract unit price bid for this item.

Inspection. Prior to final approval of the storm system, the Engineer, accompanied by the contractor's representative, shall make a thorough inspection, by an appropriate method, of the entire installation. Any indication of defects in material or workmanship or obstruction to flow in the manhole, catch basin and/or field inlet shall be further investigated and corrected by the contractor without additional compensation and as ordered by the Engineer.

§ 181-54 Subbase course.

Description. Under this section the contractor shall furnish all plant, labor, material and equipment necessary to complete excavation, filling and preparation of subgrade for the placement of a subbase course as shown on the plans, in the proposal or as ordered by the Engineer.

General requirements.

Standard details. The subbase course shall be placed in accordance with the construction standards of the Town of Union or Broome County, within their respective rights-of-way.

Porous fill material shall be used to replace unsuitable subgrade material where ordered by the Engineer or where necessary to raise the level of the subgrade.

Material.

The subbase course shall conform to the requirements of Section 304, Subbase Course, as stated in the itemized proposal, of the New York State Department of Transportation Standard Specifications of latest issue.

Granular material shall conform to Item 304.04, Subbase Course, Type 3, of the New York State Department of Transportation Standard Specifications of latest issue.

Select granular material shall conform to Item 304.05, Subbase Course, Type 4, of the New York State Department of Transportation Standard Specifications of latest issue.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department Standard Specification of latest issue.

Method.

The existing surface shall be removed to a depth as shown on the plans or as ordered by the Engineer. The exposed gravel subgrade shall be proofed rolled to grade, to the satisfaction of the Engineer.

A subbase course shall be constructed upon the previously prepared subgrade. The subbase, in the Town rights-of-way, shall consist of 16 inches, compacted thickness, of acceptable material.

[Amended 3-2-2005 by L.L. No. 3-2005]

The spreading of any layer of this material shall be done by a method approved by the Engineer. Spreading from piles dumped on the roadway will not be permitted. No segregation of large or fine particles will be allowed, but the material, as spread, shall be well graded, with no pockets of fine material. Water shall be added in such amounts as the Engineer may deem necessary to obtain satisfactory compaction.

When the moisture content of the layer is within the limits for proper compaction, the entire surface shall be rolled with a pneumatic-tired roller having an operating weight of between 1,000 and 2,500 pounds per tire or a smooth steel wheel roller having a minimum weight of 10 tons. All portions of each layer shall be covered by a minimum of eight passes of the roller.

For heavier, vibratory or more efficient types of approved compaction equipment, the minimum number of passes required on all portions of each layer shall be determined by the Engineer, after appropriate field density tests to evaluate the compactive efficiency of the equipment. Compaction shall be continued until the course has been thoroughly compacted and shows no signs of weaving.

In limited areas, where the use of a roller is impractical, approved vibrating plate compactors or impact runners shall be used to compact the material.

After compaction, the top surface of this course shall not extend more than 1/2 inch above or below the true grade and surface at any location.

The subbase course, at any location, shall be compacted, finished and completed to the above tolerance and approved by the Engineer before any pavement or succeeding course is placed at that location. Any and all holes, humps or irregularities in the subbase shall be removed by suitable means and then recompacted with an acceptable power roller.

The width of the layer of the subbase course shall be restricted to that required for placement of the lane being paved and shall not be laid in excess of 500 linear feet without being compacted. No traffic or hauling, other than that necessary for bringing material for the next course, shall be permitted over this course. Should the subgrade, subbase or any other material become churned up into or mixed with this course through any reason whatsoever, the contractor shall, at his own expense, remove such mixtures and replace them with materials acceptable for this item.

Samples and testing.

§ 181-55 Trench and culvert excavation.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his expense.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to excavate for all culverts, pipelines and other minor structures, including but not limited to leaching basins, catch basins, field inlets, manholes and drop inlets as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. Trench and culvert excavation shall be performed in accordance with the requirements of the construction standards of the Town of Union and shall conform to Section 206, Trench, Culvert and Structure Excavation, of the New York State Department of Transportation Standard Specifications of latest issue.

Excavation and backfill. All material of every description and nature, necessary for the proper installation of the work, shall be excavated down to the subgrade elevation. Where necessary, additional material shall be brought to the site to complete the backfilling. All excess material produced from excavation shall be disposed of by the contractor unless otherwise directed. Where the excavated material is natural gravel, the excess shall be stockpiled as directed for use by the Town.

Porous fill material shall be used to replace unsuitable subgrade material where ordered by the Engineer or where necessary to raise the level of the subgrade.

Material.

Excavation shall conform to the requirements for Section 203, Excavation and Embankment, of the New York State Department of Transportation Standard Specifications of latest issue.

Sheeting shall conform to the requirements for Section 107-05, Safety and Health Requirements of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

The excavation shall be dewatered when necessary and kept free from water, snow and ice during construction.

Special care shall be taken not to disturb the bottom of the excavation and not to remove the material at final grade until just before the structure or bedding is placed.

§ 181-56 Underground fire alarm construction.

The contractor shall be responsible at all times for the carrying out of all excavation operations in a safe and prudent manner, so that the area of the construction is free from unreasonable hazard.

General requirements.

These requirements apply to all new subdivisions in the Town of Union which are protected by a call box alarm system.

In addition to these requirements, all underground installations of fire alarm ducts and circuits shall comply with applicable sections of the latest revisions of the Nation Electrical Safety Code and Pamphlet No. 73 of the National Fire Protection Association and shall be subject to field inspection and final approval by the alarm technician, approved by the appropriate Fire Commissioners or the Chief of the Fire Department.

Ducts.

All fire alarm circuits which are to be placed underground shall be installed in fiber galvanized steel duct lines and/or pipe.

Fire conduit shall be of the so-called Bell System C (thick wall) Type No. 40 fiber conduit. This normally comes in eight-foot lengths and minimum inside diameter shall not be less than two inches.

Galvanized steel conduit, if used, shall have a minimum inside diameter of two inches, and all joints shall be properly waterproofed.

When any part of the duct lines shall cross a traveled way (single residence driveways excepted), galvanized steel conduit shall be used.

The fire alarm duct line may occupy the same trench with NYSEG and Telephone Company cables but a minimum of twelve-inch clearance must at all times be maintained between the fire alarm duct and any of the above cables or ducts. Where it is not possible to maintain this clearance (which shall be measured either vertically or horizontally) such as crossing over the above cables, six inches of sand or dirt plus a minimum of three inches of concrete will be acceptable.

The duct line shall be so installed that they shall pitch towards the handholes and under no circumstances shall low points be permitted in duct lines except at handholes.

The duct line shall be installed a minimum of 18 inches below the final grade of the street or sidewalk plot.

The underground handholes shall be spaced at a distance not to exceed 300 feet from the point of origin.

Connection to the underground municipal circuit. The owner of the property shall install an approved IMSA Fire Alarm Signal Cable containing four No. 12 (solid conductors) enclosed in an approved underground duct not less than two inches in diameter from the building to the nearest manhole containing the municipal fire alarm circuit.

§ 181-57 Waterline construction: Endicott.

A master box will be installed and connected directly to the Town's Fire Alarm System, on all industrial buildings, commercial buildings, warehouses, office buildings, apartment houses, lodging houses, schools, day-care centers, churches, restaurants, nightclubs and any other building the Chief of the Fire Department may require, due to its occupancy.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to complete clearing, excavation or filling, preparation of subgrade, and backfilling for the construction of waterlines as shown on the plans, in the proposal or as ordered by the Engineer. This section includes the materials of construction, pipe jointing materials and fittings, the placing of the material, bracing of existing structures and all operations which are necessary to complete the work. Excavation, backfill and restoration are covered under their respective sections.

General requirements.

The pipe and accessories shall be new and unused. The interior of the pipe shall be thoroughly cleaned of foreign matter before being placed in the trench and shall be kept clean during placing operations by plugging or other approved method. The full length of each section of pipe shall rest solidly upon the pipe bed, with recesses excavated to accommodate bells and joints. Any pipe that has the grade or joint disturbed after laying shall be taken up and relaid. Pipe shall not be laid in water or when trench or weather conditions are unsuitable for the work, except by permission of the Engineer. Water shall be kept out of the trench until the materials in the joints has hardened or until calking is completed. When work is not in progress, open ends of pipe and fittings shall be securely closed so that no trench water, earth or other substances will enter the pipes or fittings. Any section of pipe found to be defective before or after placing, shall be replaced with sound pipe without additional expense to the owner. Fittings at bends in the pipeline shall be firmly wedged against the vertical face of the trench, with concrete thrust blocks or as directed by the Engineer, to prevent the fittings from being blown from the lines when under pressure. No separate payment will be made for thrust blocks. Pipe ends left for future connections shall be valved, plugged or capped and anchored, as shown on the drawings or as directed by the Engineer. Where connections are made between new work and existing mains, the connections shall be made by using specials and fittings to suit the actual conditions.

Standard details. Pipe shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Joints shall be as required for the various pipes as called for on the plans in the itemized proposal or as ordered by the Engineer and shall be installed, made up and inspected in accordance with approved printed instruction of the manufacturer.

Material.

Pipe shall be centrifugally cast in metal molds or sand lined molds for water. All pipe shall meet AWWA Standard C 151 and ANSI Standard A-21-51. Pipe to be push-on joint type as described in ANSI A-21-11 (AWWA C111) of latest revision complete with gaskets and lubricant. Sizes four-inch, six-inch, eight-inch, ten-inch and twelve-inch to be Thickness Class 52, size fourteen-inch to be Thickness Class 51.

Materials shall be cement lined, paint seal coated inside and tar coated outside in accordance with ANSI A-21-4 (AWWA C104) of latest revision.

The pipe shall have been tested by the manufacturer in accordance with ANSI/AWWA requirements and a certificate of compliance shall be furnished by the manufacturer.

Specials and fittings for pipe four to 48 inches inclusive in diameter shall be Class D, conforming to the American Water Works Association Standard C100 or American Standard A21.11, unless otherwise specified. Specials and fittings for use with mechanical joint pipe shall conform to Paragraph 6.7 of Federal Specification WW-P-421.

Joints shall be of the bell and spigot, mechanical or tyton type. Jointing material shall conform to the following requirements:

Bell and spigot joints joint packing:

Yarning or packing material shall consist of one of the following: molded or tubular rubber rings; asbestos rope; treated paper rope; hemp; or jute. The materials shall be handled with care in order to prevent contamination and shall be dry when put into place in the joint. The material shall be free of oil, tar or grease. Hemp and jute shall be used only on Type II pipe conforming to Federal Specification WWP-421 and shall be placed between the round rubber gasket and the bituminous joint compound as shown in Figures four and five of the Federal Specifications. Asbestos rope and treated paper rope may be used with Type II pipe in lieu of hemp or jute. Rubber gasket may be used without calking where bell end or pipe locks gasket against displacement. Lead wedges shall be used to provide electrical contact between lengths.

Calking lead shall conform to Federal Specification QQ-L-156, Type 1.

Mechanical joints shall be of the stuffing box type and shall conform to American Standard A21.11. Lead tipped rubber gaskets shall be used.

Tyton joints shall be assembled using lubricant and jacking tools as recommended by the manufacturer. The joint shall be kept clean in all stages of assembly and disassembled and cleaned whenever in doubt as to the quality of the joint. Two bronze wedges per joint shall be placed as a final operation on each joint to provide electrical contact. Wedges shall be applied evenly and diametrically opposite each other.

Gate valves shall be designed for a minimum water working pressure of not less than 150 pounds per square inch. Valves shall have mechanical joint hub ends as required for the piping in which they are installed. Gate valves shall have a clear waterway equal to the full nominal diameter of the valve, and shall be opened by turning counterclockwise. The operating nut or wheel shall have an arrow, cast in the metal, indicating the direction of opening. Each valve shall have the maker's initials, pressure rating and year of manufacture cast on the body. Prior to shipment from the factory, each valve shall be tested by hydraulic pressure equal to twice the specified water working pressure. Valves shall be iron-body, brass-mounted and shall conform the American Water Works Association Standard C500 or to Federal Specification WW-V-58, Class A, and shall be Catalog No. 55. as manufactured by the Darling Valve Company at Williamsport, Pennsylvania, List 15 No. F-5225, as manufactured by Eddy Valve Co., Waterford, New York or No. A-2380-21 by Mueller.

Combination air and vacuum air release valves shall be installed at high points in the supply mains as shown on the drawings. The valves shall be of proper size and type to relieve excess air and to prevent the formation of a vacuum. The valves shall automatically remove air from the lines when the lines are being filled with water, and shall admit air into the lines when water is being withdrawn in excess of the inflow. The valves shall also release small amounts of air which collect in the line. Air release valves shall be Darling No. DC20 or Eddy Valve Co. No. F-3066 or approved equal. Vacuum and air release valve installation shall include curb stop and box.

Valve boxes shall be of cast iron, complete with cover. Cast-iron boxes shall be of two-piece extension type with screw adjustment, five and one-fourth-inch shaft, and with flared base. The minimum thickness of metal shall be 3/16 inch. The word "water" shall be cast in the cover. Boxes shall be installed over each outside gate valve unless otherwise shown on the drawings. The boxes shall be of such length as will be adapted, without full extension, to the depth of cover required over the pipe at the valve location.

Fire hydrants.

Fire hydrants shall conform in all respects to the latest AWWA Specifications. Fire hydrants shall be of a six-inch M.J. connection, two-and-one-half-inch hose nozzle connections and one five-and-one-hundred-five-thousandths-inch pumper connection. The hydrants shall be designed for 150 pounds working pressure or 300 pounds hydrostatic test pressure. Working parts shall be bronze. Hose threads shall be Village of Endicott, Endicott, New York, standard threads. Hydrants shall be connected to the mains by six-inch diameter M.J. pipe. Design, material and workmanship shall be similar and equal to the latest stock pattern ordinarily produced by the manufacturer.

Hydrants shall meet the following requirements:

The size of the hydrant shall be 51/4 inches (valve opening).

The operating nut and cap nuts are to be one inch square and are to open to the left.

The threading shall be as follows:

[a]

Two-and-one-half-inch hose nozzles, Village of Endicott Standards.

[b]

One five-and-one-hundred-five-thousandths-inch pumper connection special.

The manufacturer of the hydrant shall check Endicott Village Standards prior to manufacture.

Hydrants shall be painted with one coat of zinc chromate primer and two coats of yellow, Sonneborns Hydrant Enamel. Hydrants shall be dry-barrel type, conforming to the American Water Works Standard C502. Hydrants shall be of length suitable for a five-and-one-half-foot trench. In order to meet special conditions of burial, the contractor shall use hydrant extensions at the base of the hydrant. Payment will be made for these extensions in increments of six inches. Each hydrant shall have nozzle caps, chains and a chain holder.

Hydrants shall be manufactured by the American Darling Company and shall be Model B-62-B, type regular with nonbreakable rod coupling or equal as accepted by the Engineer.

Tapping gate valves shall be cast iron body as manufactured by the Darling Valve and Manufacturing Company, or an approved equal. Tapping sleeves shall be No. 1003 as manufactured by the Darling Valve and Manufacturing Company, or an approved equal.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department of Transportation Standard Specifications of latest issue.

Excavation shall conform to the requirements for Section 203, Excavation and Embankment, of the New York State Department of Transportation Standard Specifications of latest issue.

(13)

Sheeting shall conform to the requirements for Section 107-05, Safety and Health Requirements, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

Pipe.

Handling pipe and accessories shall be handled in such manner as to ensure delivery to the trench in sound, undamaged condition. Particular care shall be taken not to injure the pipe coating. No other pipe or material of any kind shall be placed inside of a pipe or fitting after the coating has been applied.

Cutting of pipe shall be done in a neat and workmanlike manner without damage to the pipe. Unless otherwise authorized by the Engineer, cutting shall be done by means of an approved type of mechanical cutter; wheel cutters or hydraulic cutters shall be used when practicable.

Placing and laying. Before installation, the pipe shall be inspected for defects and tapped with a light hammer to detect cracks. Defective, damaged or unsound pipe will be rejected. Deflections from a straight line or grade, as required by vertical curves, horizontal curves or offsets, shall not exceed 6/D inches per linear foot of pipe for pipe less than 14 inches in nominal diameter or 4.5/D inches per linear foot of pipe for pipe 14 inches and larger in diameter, where D represents the nominal diameter of pipe expressed in inches between the center lines extended of any two connecting pipes. If the alignment requires deflections in excess of these limitations, special bends or a sufficient number of shorter lengths of pipe shall be furnished to provide angular deflections within the limit set forth, as approved by the Engineer. After a length of pipe is placed in the trench, the packing material for the joint shall be held around the bottom of the spigot so that the packing will enter the bell as the pipe is pushed into position or rubber gasket may be inserted in the bell before pushing the pipe into place. The spigot shall be centered in the bell and the pipe pushed into position and brought into the required alignment. Except where necessary in making connections with other lines or as authorized by the Engineer, pipe shall be laid with the bells facing in the direction of laying. Except at closures, not less than two lengths of pipe shall be in position ahead of each joint, with packing installed and earth fill tamped alongside the pipe, before the joint is poured.

Joints.

Bell and spigot joints. Before jointing bell and spigot pipe, all lumps, blisters and excess coating material shall be removed from the bell and spigot ends of the pipes. All oil or grease shall be removed. The outside of the spigot and the inside of the bell shall be wire brushed and wiped clean and dry.

Joint packing shall be carefully placed and tightly calked to a uniform thickness. No loose or frayed ends or fiber shall protrude into the space to be filled with joint filler. Each joint shall be carefully inspected and checked for proper depth before the joint runner is attached. Pipe with bell end having approved inside contour may be packed with rubber ring gasket without calking.

Lead-filled joints. The depth of lead in lead-filled joints shall be not less than 2 1/4 inches back of the face of the bell. Lead shall be heated in a melting pot kept near the joint poured, brought to proper temperature so that when stirred, the surface will show a rapid change in color, and when poured into the joint space will ensure a perfect joint. Before lead is poured, scum shall be removed. The joint runner shall fit snugly against the face of the bell and the outside of the pipe and shall be dammed with clay at the pouring gate, to assure filling the joint even with the top of the bell. Each joint shall be made with one pour completely filling the joint space. The calking shall be done by competent mechanics, in such manner as to secure tight joints without overstraining the bells. The calking shall progress toward the joint gate. If the packing has been insufficiently calked, permitting the lead to be driven during calking to a depth more than 1/4 inch from the face of the bell at any point, the lead shall be removed and the joint remade.

Mechanical joints. Mechanical joints and tyton joints shall be installed in strict accordance with the recommendations of the joint manufacturer, as interpreted by the Engineer.

Setting valves, valve boxes and fire hydrants. Valves, valve boxes and fire hydrants shall be installed where shown on the drawings and directed by the Engineer and shall be set plumb. Valve boxes shall be centered on the valves. Where feasible, valves shall be located outside the area of roads and streets. Earth fill shall be carefully tamped around each valve box to a distance of four feet on all sides of the box or to the undisturbed trench face if less than four feet. Fire hydrants shall be set at such elevations that the connecting pipe will not have less cover than the distribution mains. The hydrant shall be set upon and wedged with concrete as shown on the plans or as directed by the Engineer. The hydrant, opposite the pipe connection, shall be tied to a concrete block, to prevent the hydrant from blowing off the line, as shown in the details. Not less than seven cubic feet of broken stone shall be placed around the base of the hydrant to ensure drainage. The backfill around hydrants shall be thoroughly compacted to the grade line in a manner satisfactory to the Engineer. Hydrants and valves shall have the interiors cleaned of all foreign matter before installation. Stuffing boxes shall be tightened and the hydrant or valve shall be inspected in open and closed positions to ensure that all parts are in working condition. Valve boxes located in roads or sidewalks shall be protected by a concrete slab in accordance with the details shown on the drawings.

Tapping gate valve and sleeves. Tapping valves and sleeves are to be assembled and installed in accordance with manufacturer's instructions.

Backfill. The excavated trench shall be backfilled to one foot above the pipe with run-of-bank gravel, compacted in six-inch lifts, no stones larger than three inches. In pavement areas the remainder of the trench shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts, no stones larger than three inches. In open areas, the remainder of the trench shall be backfilled with suitable excavated material, compacted in twelve-inch lifts, no stones larger than 12 inches, except for the top one foot of the trench, which shall be run-of-bank gravel.

Protection of new work.

Movement of construction equipment and all other vehicles and loads over and adjacent to any pipe shall be done at the contractor's risk. When determined by the Engineer, any pipe that is damaged or disturbed through any cause, shall be replaced as ordered by the Engineer, at the expense of the contractor and at no cost to the owner.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

Cleaning and restoration of site.

After backfill is completed, the contractor shall dispose of all surplus material, dirt and rubbish from the site. Surplus dirt may be deposited in embankment, shoulders or as ordered by Engineer. The contractor shall restore all disturbed areas to the original condition. After all work is completed, the contractor shall remove all tools and other equipment used by him, leaving the entire site free, clear and in good condition.

Cleaning and restoration of site is not payable directly, but shall be considered as a subsidiary obligation of the contractor, covered under the contract unit price bid for the pipe.

Test for water mains. After the pipe is laid, the joints completed and the trench partially backfilled, leaving the joints exposed for examination, the newly laid piping or any valved section of piping shall, unless otherwise specified, be subjected for one hour to a hydrostatic pressure test of 50 pounds per square inch in excess of the anticipated static pressure at points or reading when the system is put in operation. Exposed pipe, joints, fittings, valves and hydrants shall be carefully examined during the open-trench test. Lead joints showing visible leakage shall be calked until tight. Cracked or defective pipe, fittings, valves or hydrants disclosed in the pressure test shall be replaced by the contractor with sound material and the test shall be repeated until the test results are satisfactory to the Engineer. Where an actual visible inspection of each joint cannot be made because of the necessity for immediate backfilling or where the line is laid below the water level and it is impracticable to lower the water level by pumping or when the joints are made of other material than lead and the leakage diminishes as the material in the joints ages, suitable means shall be provided by the contractor for determining the quantity of water lost by leakage under normal operating pressure. No piping installation will be accepted until or unless this leakage (evaluated on a pressure basis of 150 pounds per square inch) is less than 100 United States gallons per 24 hours per mile of pipe per inch nominal diameter of pipe in twelve-foot lengths, 75 gallons for pipe in sixteen-foot lengths and proportionately varied for other lengths of pipe. In calculating leakage, the Engineer will make allowance for added joints in the pipeline above the normal for unit lengths of pipe. Should any test of combined sections of pipeline disclose leakage greater per mile than that hereinbefore specified or should individual sections show leakage greater than the specified limit, the contractor shall locate and repair the defective joints until the leakage is within the specified limits. Pipelines jointed with lead may be subjected to hydrostatic pressure, inspected and tested for leakage at any time after partial completion of backfill. Before the replacement of permanent paving and not less than 30 nor more than 40 days after the pressure test, a measured leakage test of the entire pipeline may be required at the discretion of the Engineer. Leakage loss shall be within the allowances hereinbefore specified.

Sterilization. Each unit of completed supply line and distribution system shall be sterilized with chlorine before acceptance for domestic operation.

Material.

Liquid chlorine shall conform to Federal Specification BB-C-120.

Hypochlorite shall conform to Federal Specification O-C-114 Type II, Grade B, or Federal Specification O-S-602.

§ 181-58 Waterline construction: Johnson City.

Method. Sterilization shall be accomplished as described below or by the system prescribed by the American Water Works Association Standard C601 as determined by the Engineer. The amount of chlorine applied shall be such as to provide a dosage of not less than 50 parts per million. The chlorinating material shall be introduced to the waterlines and distribution systems in a manner approved by the Engineer. If possible to do so, the lines shall be thoroughly flushed before the introduction of the chlorinating materials. After a contact period of not less than eight and preferably 24 hours, the system shall be flushed with clean water until the residual chlorine content is not greater than 1.0 part per million. All valves in the lines being sterilized shall be opened and closed several times during the contact period. After flushing, samples of water shall be taken from each section of main and an analysis made to determine the purity of the water. Any section of main not meeting the standard of purity shall be rechlorinated and tested until accepted. The results of the tests shall be given to the Engineer. All costs for water tests will be paid for by the contractor.

Description. Under this section the contractor shall furnish all plant, labor, equipment, appliances and materials and perform all operations necessary to complete clearing, excavation or filling, preparation of subgrade and backfilling for the construction of waterlines as shown on the plans, in the proposal or as ordered by the Engineer. This section includes the materials of construction, pipe jointing materials and fittings, the placing of the material, bracing of existing structures and all operations which are necessary to complete the work. Excavation, backfill and restoration are covered under their respective sections.

General requirements.

The pipe and accessories shall be new and unused. The interior of the pipe shall be thoroughly cleaned of foreign matter before being placed in the trench and shall be kept clean during placing operations by plugging or other approved method. The full length of each section of pipe shall rest solidly upon the pipe bed, with recesses excavated to accommodate bells and joints. Any pipe that has the grade or joint disturbed after laying shall be taken up and relaid. Pipe shall not be laid in water or when trench or weather conditions are unsuitable for the work, except by permission of the Engineer. Water shall be kept out of the trench until the materials in the joints has hardened or until calking is completed. When work is not in progress, open ends of pipe and fittings shall be securely closed so that no trench water, earth or other substances will enter the pipes or fittings. Any section of pipe found to be defective before or after placing shall be replaced with sound pipe without additional expense to the owner. Fittings at bends in the pipeline shall be firmly wedged against the vertical face of the trench, with concrete trust blocks or as directed by the Engineer, to prevent the fittings from being blown from the lines when under pressure. No separate payment will be made for thrust blocks. Pipe ends left for future connections shall be valved, plugged or capped and anchored, as shown on the drawings or as directed by the Engineer. Where connections are made between new work and existing mains, the connections shall be made by using specials and fittings to suit the actual conditions.

Applicable specifications. The following contains some but not all of the requirements of the AWWA specifications and standards. The issues listed below and hereafter by basic designation only form a part of this specification. All the requirements of the AWWA standards will apply and are part of this specification. American Water Works Association (AWWA) standards and American National Standards Institute (ANSI) standards:

[Amended 8-1-1990 by L.L. No. 12-1990]

	Specification No.	Subject
	B300-80	Hypochlorites
	B301-59	Liquid Chlorine
	C500-80	Gate Valves for Ordinary Water Works Services
	C502-80	Fire Hydrants for Ordinary Water Works Service
	C600-77	Installation of Cast Iron Water Lines
	C601-81	Disinfecting Water Mains
	C104/A21.4-80	Cement Mortar Lining for Gray Iron and Ductile Iron Pine and Fittings for Water
	C106/A21.6-80	Cast Iron Pipe Centrifugally Cast in Metal Molds, for Water and other Liquids
	C110/A21.10.77	Gray Iron and Ductile Iron Fittings, 3 inch to 48 inch, for Water and other Liquids
	C111/A21.11-80	Rubber Gasket Joint for Gray Iron and Ductile Pressure and Pipe Fittings
	C151/A21.51-76	Ductile Iron Pipe Centrifugally Cast in Sand-Lined Molds, for Water and other Liquids

Standard details. Pipe shall be placed in accordance with the requirements of the construction standards of the Town of Union.

Porous fill material shall be used to replace unsuitable material where ordered by the Engineer.

Joints shall be as required for the various pipes as called for on the plans, in the itemized proposal or as ordered by the Engineer and shall be installed, made up and inspected in accordance with approved printed instruction of the manufacturer.

Material.

Gray iron pipe shall conform to ANSI/AWWA Standards C111/A21.11, C106/A21.6, Class 22 unless shown otherwise in the plans or proposal, and ductile iron pipe shall conform to ANSI/AWWA Standards C111/A21.11 and C151/A21.51, Class 51 unless shown otherwise in the plans or proposal. The pipe shall be furnished with lead tipped gaskets. Pipe shall be furnished with mechanical joints or approved joints with rubber ring gaskets of such size and shape to provide an adequate compressive force against the plain end and socket after assembly to effect a positive seal under all combinations of joint and gasket tolerances, similar to the tyton joints furnished by United States Pipe and Foundry Company. Pipe and fittings shall be furnished with cement mortar lining and conforming to ANSI/AWWA Standard C104/A21.4.

The pipe shall have been tested by the manufacturer in accordance with ANSI/AWWA requirements and a certificate of compliance shall be furnished by the manufacturer.

Specials and fittings. Specials and fittings for gray iron pipe three to 48 inches inclusive in diameter shall conform to the ANSI/AWWA Standards C104/A21.4, C111/A21.11 and C110/A21.10 unless otherwise specified. Specials and fittings for ductile iron pipe shall conform to the ANSI/AWWA Standards C104/A21.4, C111/A21.11 and C110/A21.10 unless otherwise specified. All specials and fittings shall have a minimum working pressure rating of 250 pounds per square inch.

Joints.

Mechanical joints shall be of the stuffing box type and shall conform to American Standard A21.11. Lead tipped rubber gaskets shall be used.

Gate valves shall be designed for a minimum water working pressure of 200 pounds per square inch unless otherwise shown on the plans. Valves shall have mechanical joint hub ends unless otherwise shown on the drawings, as required for piping in which they are installed. Gate valves shall have a clear waterway equal to the full nominal diameter of the valve and shall be opened by turning counterclockwise. The operating nut or wheel shall have an arrow, cast in the metal, indicating the direction of opening. Each valve shall have the maker's initials, pressure rating and year of manufacture cast on the body. Prior to shipment from the factory, each valve shall be tested by hydraulic pressure equal to twice the specified water working pressure. Valves shall be iron-body, resilient wedge or seat gate valve with nonrising stem and shall conform to the American Water Works Association Standard C500 or to Federal Specification WW-V-58, Class A. Valves 12 inches and smaller shall be as manufactured by Clow Corporation, Mueller Co. or approved equal.

Corporation stops shall be 3/4 inch Mueller No. H 15000, with brass cap Mueller No. H 15540 or approved equal.

Valve boxes shall be of cast iron, complete with cover. Cast iron boxes shall be of two-piece extension type with screw-type adjustment and with flared base. The word "water" shall be cast in the cover. Boxes shall be installed over each outside gate valve unless otherwise shown on the drawings. The boxes shall be of such length as will be adapted, without full extension, to the depth of cover required over the pipe at the valve location. Valve boxes shall be as manufactured by the Central Foundry or Mueller Company or approved equal.

Fire hydrants.

Fire hydrants shall conform in all respects to the latest AWWA specifications. Fire hydrants shall have a six-inch M.J. connection, two-and-one-half-inch national standard hose thread hose connections, and one four-inch pumper connection. Pumper hose connections shall be Village of Johnson City, New York standard threads. The hydrants shall be designed for 150 pounds per square inch (psi) working pressure or 300 pounds per square inch hydrostatic test pressure unless otherwise indicated on the drawings as a high pressure hydrant (minimum working pressure 175 pounds per square inch, 350 pounds per square inch hydrostatic test pressure). Working parts shall be bronze. Hydrants shall be connected to the mains by six-inch diameter M.J. pipe. Design, material and workmanship shall be similar and equal to the latest stock pattern ordinarily produced by the manufacturer.

Size of hydrant.

Hydrants shall be five-and-one-fourth-inch with Break Flange Construction.

The operating nut is to be one inch square and is to open to the left.

Hydrants shall be furnished in a length suitable for five-and-one-half-foot bury (ground line to bottom of connecting pipe).

The manufacturer of hydrants is to check and comply with Village of Johnson City standards prior to manufacture.

Hydrants shall be dry-barrel type, conforming to the American Water Works Association Standard C502.

Hydrants shall be painted with one coat of zinc chromate primer and two finishing coats of Sonneborns Hydrant Enamel or approved equal. Finish coats shall be yellow, trimmed with black caps and operator nut.

In order to meet special conditions of burial, the contractor shall use hydrant extensions as made for the hydrant. Payment will be made for these extensions per linear foot. Each hydrant shall have nozzle caps, chains and a chain holder.

(f)

Hydrants shall be Clow-Eddy hydrants as manufactured by Clow Corporation or approved equal.

Run-of-bank gravel shall conform to Item 203.07, Select Granular Fill, of the New York State Department Standard Specifications of latest issue.

Excavation shall conform to the requirements for Section 203, Excavation and Embankment, of the New York State Department of Transportation Standard Specifications of latest issue.

Sheeting shall conform to the requirements for Section 107-05, Safety and Health Requirements, of the New York State Department of Transportation Standard Specifications of latest issue.

Method.

Pipe.

Joints. Mechanical joints and tyton joints shall be installed in strict accordance with the recommendations of the joint manufacturer, as interpreted by the Engineer.

Setting valves, valve boxes and fire hydrants. Valves, valve boxes and fire hydrants shall be installed where shown on the drawings and directed by the Engineer and shall be set plumb. Valve boxes shall be centered on the valves. Where feasible, valves shall be located outside the area of roads and streets. Earth fill shall be carefully tamped around each valve box to a distance of four feet on all sides of the box, or to the undisturbed trench face if less than four feet. Fire hydrants shall be set at such elevations that the connecting pipe will not have less cover than the distribution mains. The hydrant shall be set upon and wedged with concrete as shown on the plans or as directed by the Engineer. The hydrant, opposite the pipe connection, shall be tied to a concrete block to prevent the hydrant from blowing off the line, as shown in the details. Not less than seven cubic feet of broken stone shall be placed around the base of the hydrant to ensure drainage. The backfill around hydrants shall be thoroughly compacted to the grade line in a manner satisfactory to the Engineer. Hydrants and valves shall have the interiors cleaned of all foreign matter before installation. Stuffing boxes shall be tightened and the hydrant or valve shall be inspected in open and closed positions to ensure that all parts are in working condition. Valves boxes located in roads or sidewalks shall be protected by a concrete slab in accordance with the details shown on the drawings.

Tapping gate valve and sleeves. Tapping valves and sleeves are to be assembled and installed in accordance with manufacturer's instructions.

Backfill. The excavated trench shall be backfilled to one foot above the pipe with run-of-bank gravel, compacted in six-inch lifts, no stones larger than three inches. In pavement areas, the remainder of the trench shall be backfilled with run-of-bank gravel, compacted in twelve-inch lifts, no stones larger than three inches. In open areas, the remainder of the trench shall be backfilled with suitable excavated material, compacted in twelve-inch lifts, no stones larger than 12 inches, except for the top one foot of the trench, which shall be run-of-bank gravel.

Protection of new work.

Movement of construction equipment and all other vehicles and loads over and adjacent to any pipe shall be done at the contractor's risk. When determined by the Engineer, any pipe that is damaged or disturbed through any cause shall be replaced as ordered by the Engineer, at the expense of the contractor and at no cost to the owner.

Samples and testing.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his own expense.

Cleaning and restoration of site.

After backfill is completed, the contractor shall dispose of all surplus material, dirt and rubbish from the site. Surplus dirt may be deposited in embankment, shoulders or as ordered by the Engineer. The contractor shall restore all disturbed areas to the original condition. After all work is completed, the contractor shall remove all tools and other equipment used by him, leaving the entire site free, clear and in good condition.

Cleaning and restoration of site is not payable directly, but shall be considered as a subsidiary obligation of the contractor, covered under the contract unit price bid for the pipe.

Test for water mains.

After the pipe is laid, the joints completed and the trench backfilled, the newly laid piping or any valved section of piping shall be subjected for two hours to a leakage test and a hydrostatic pressure test 11/2 times the anticipated static pressure at the points of reading when the system is put in operation in accordance with the requirements of ANSI/AWWA Specifica-tion C600-77. Exposed pipe, joints, fittings, valves and hydrants shall be carefully examined during the open-trench test. Cracked or defective pipe, fittings, valves or hydrants disclosed in the pressure test shall be replaced by the contractor with sound material and the test shall be repeated until the test results are satisfactory to the Engineer. No piping installation will be accepted until or unless this leakage (evaluated on a pressure basis of 150 pounds per square inch) is less than 17 United States gallons per 24 hours per mile of pipe per inch nominal diameter of pipe in twelve-foot lengths, 13 gallons for pipe in sixteen-foot lengths and proportionately varied for other lengths of pipe. In calculating leakage, the Engineer will make allowance for added joints in the pipeline above the normal for unit lengths of pipe. Should any test of combined sections of pipelines disclose leakage greater per mile than that hereinbefore specified or should individual sections show leakage greater than the specified limit, the contractor shall locate and repair the defective joints until the leakage is within the specified limits. Before the replacement of permanent paving and not less than 30 or more than 40 days after the pressure test, a measured leakage test of the entire pipeline may be required at the discretion of the Engineer. Leakage loss shall be within the allowances hereinbefore specified.

The contractor shall install necessary corporation stops for testing purposes or at locations of dead ended lines for mechanically relieving entrapped air if no other air release device is indicated on the plans.

Sterilization. Each unit of completed supply line and distribution system shall be sterilized with chlorine before acceptance for domestic operation.

Material.

Liquid chlorine shall conform to AWWA Specification B301.

Hypochlorite shall conform to AWWA Specification B300.

§ 181-59 White-pigmented membrane curing compound.

Method. Sterilization shall be accomplished by the system prescribed by the American Water Works Association Standard C601 except that the tablet method shall not be used. The amount of chlorine applied shall be such as to provide a dosage not less than 25 parts per million. The lines shall be thoroughly flushed before introduction of the chlorinating materials. After a contact period of not less than 24 hours, the chlorine concentration shall be at least 10 parts per million, after which the system shall be flushed with clean water until the residual chlorine content is not greater than 1.0 part per million. After flushing, samples of water shall be taken from each section of main and an analysis made to determine the purity of the water. Any section of main not meeting the New York State Standards for purity shall be rechlorinated and tested until acceptable. The results of the tests shall be given to the Engineer. All costs for water tests will be paid for by the contractor.

Description. Under this section the contractor shall furnish all plant, labor, material, equipment and appliances and perform all operations necessary to complete application of a white pigmented membrane curing compound to the exposed surfaces of concrete curb and gutter, concrete sidewalk or concrete structures as shown on the plans or as ordered by the Engineer.

General requirements.

Standard details. White-pigmented membrane curing compound shall be applied in accordance with the construction standards of the Town of Union.

§ 181-60 Bituminous surface treatment two-course for pavements.

White-pigmented membrane curing compound shall consist of finely ground white pigment and a wax-free vehicle, reading mixed for immediate use without alteration.

Material. Curing compound shall conform to the requirements for Section 711-05, Membrane Curing Compound, of the New York State Department of Transportation Standard Specifications of latest issue.

Method. The curing compound shall be applied to the exposed surfaces (i.e., all surfaces which are subject to drying and rapid loss of water) as soon as possible after final finishing and no later than one hour after final finishing. Application shall be at the rate of one gallon per 150 square feet.

[Added 3-2-2005 by L.L. No. 3-2005; amended 12-2-2009 by L.L. No. 15-2009]

Description. Under this section the contractor shall furnish all labor, equipment, materials and supplies in performing all operations necessary in connection with the application of a single bituminous surface treatment upon the designated surface, in complete and strict accordance with the specifications contained herein, or as specifically directed by the Engineer. The bituminous surface treatment shall consist of properly applied asphalt emulsion and aggregate, spread evenly on the surface, and compacted, as specified herein, and as directed by the Engineer. The surface treatment, when cured, shall have an homogenous appearance, fill all cracks, and adhere firmly to the adjacent surface, and shall have a skid-resistant texture.

General requirements.

Standard details. This work shall consist of the construction of a single-course bituminous surface treatment in accordance with these specifications and the construction standards of the Town of Union or Broome County, within their respective right-of-way.

The publications listed below form a part of this specification to the extents referenced. The publications are referred to in the text by the basic description only.

Standard Specifications Construction and Materials, Office of Engineering, NYSDOT of latest issue:

Section 410, Bituminous Surface Treatment.

Section 702, Bituminous Materials.

Section 703, Coarse Aggregates.

NYSDOT Materials Method 8, Sampling Bituminous Materials.

American Society for Testing and Materials (ASTM):

C-88, Soundness of Aggregate by Magnesium Sulfate.

C-127, Specific Gravity and Absorption of Coarse Aggregate.

C-136, Sieve Analysis of Coarse Aggregates.

D-5, Penetration of Bituminous Material.

[5]

D-75, Sampling Stone, Slag and Gravel for use as Highway Materials.

[6]

D-113, Ductility for Bituminous Materials.

[7]

D-244, Testing Emulsified Asphalts.

[8]

D-977, Emulsified Asphalts.

[9]

D-1369, Quantities for Bituminous Surface Treatments.

[10]

D-2042, Solubility of Asphalt Materials in Trichloroethylene.

[11]

D-2397, Cationic Emulsified Asphalt.

[12]

D-2995, Determining Application Rate of Distributors.

Material.

Bituminous materials. The bituminous material required for the surface treatment course shall meet the requirements of NYSDOT Section 702, Bituminous Materials (for HFRS-2P see Table 3-1). The type and grade of bituminous material shall be HFMS2, RS-2, CRS-2, HFRS2 or HFRS-2P. The type of emulsion and rate of application shall be determined based on the required test patches. The bituminous material shall be supplied from a firm listed as a supplier on the NYSDOT approved list of liquid bituminous material primary sources and/or suppliers. Copies of the approved list and written procedures for achieving and maintaining approved list status are available from NYSDOT Materials Bureau, 1220 Washington Avenue, Albany, NY 12232. If the specified bituminous material is not compatible with the aggregate type selected for use at the time of construction, the Engineer may order the contractor to provide an alternate bituminous material.

Aggregates.

The aggregates for surface treatments shall be crushed stone, crushed gravel or crushed slag meeting the requirements of NYSDOT Section 703-02, Coarse Aggregates. In addition, any aggregate used for surface treatment on pavement shall not contain more than 5% chert. Nor shall the amount of material passing the 200 sieve exceed 1.0%.

The aggregate size for single course on pavements shall be NYSDOT No. 1 ST or No. 1A, as determined by the Engineer.

Method.

Bituminous surface treatment, two-course for pavements.

Weather limitations. Bituminous material shall not be applied to an excessively wet surface, when the ambient air temperature is less than 50° F. and falling or when weather conditions would prevent the proper construction of the surface treatment. The surface on which the bituminous material is applied shall have a temperature of 50° F. or higher. The operation should not be carried out in the rain or when rain is threatening.

Equipment:

The following equipment shall be required:

[a]

A bituminous distributor.

[b]

Sufficient pneumatic tire rollers.

[c]

A self-propelled aggregate spreader.

[d]

A rotary power broom.

A bituminous distributor shall be so designed, equipped, maintained and operated so that the bituminous material at even heat can be applied uniformly on variable widths of surface up to 15 feet at readily determined and controlled rates from 0.05 to 2.0 gallons per square yard, with uniform pressure, and with an allowable variation from any specified rate not to exceed 0.02 gallons per square yard. Distributor equipment shall include tachometer, accurate volume measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents. Distributors shall be equipped with a separate power unit for the pump, and full circulation spray bars adjustable laterally and vertically.

The distributor and/or transport shall be equipped with a sampling valve so designed and installed as to be non-clogging and safe. The type of valve and its general location shall be according to written instructions by the NYSDOT Materials Method 8.1. When samples are taken through such valves, in accordance with NYSDOT Materials Method 8.2. instructions, they shall be considered representative of all material in the tank.

The pneumatic tire rollers shall be self-propelled and have oscillating wheels with smooth tread tires. The tire or contact pressure shall be specified by the Engineer. The Engineer will require a sufficient number of pneumatic tire rollers to permit initial rolling of the aggregate to occur within five minutes of the application of the bituminous materials and the final of the three coverages to be completed within 30 minutes of the application of the bituminous material. The rollers shall be operated at a maximum speed of five miles per hour.

[5]

The aggregate spreader shall be a self-propelled unit capable of uniformly spreading the aggregate at a rate and width specified by the Engineering with an allowable variation not to exceed 0.5 pounds per square yard. The spreader hopper shall have a minimum spread width of 12 feet with gate openings graduated so that the spread widths can be adjusted in six-inch increments. The spreader shall be equipped with a self-locking hitch with a minimum ninety-degree vertical movement. The machine shall have sufficient power and traction to pull loaded aggregate trucks on any street/road to be surface treated. The spreader shall meet the approval of the Engineer.

Determination of the quantities of materials to be applied. The quantity of bituminous material to be used shall be in a range of 0.25 to 0.50 gallons per square yard unless directed otherwise by the Engineer. Cover aggregate shall be spread in the range of 15 to 25 pounds per square yard unless otherwise directed by the Engineer. To determine the rate to be used, the contractor shall place a minimum of three test patches at locations determined by the Engineer for each aggregate size. Each test patch shall be approximately three square yards and placed with the quantity of bituminous material and aggregate as directed by the Engineer. All test patches shall be compacted in the same manner as required by these specifications. Construction of the test patches shall be completed a minimum of 14 days prior to the placement of the bituminous surface treatment. The quantity of bituminous material and aggregate to be used will be determined by the Engineer after observing the performance of the test patches. The Engineer will not require test patches on each street but rather patches in three representative areas for 1ST and 1A stone application. Surface preparation which may include pothole patching, truing and leveling, adjusting of irons (valve covers, manhole covers, drop inlet gratings), etc. will be the responsibility of the street municipality and will be completed before the contractor moves onto the job. A power broom shall be used to clean any loose material from the pavement surface before the bituminous material is applied. Manhole covers, drop inlets, catch basins, curbs and any other structures within the shoulder areas should be protected against the application of the surface treatment materials.

Applying liquid bituminous materials. Bituminous materials shall be applied by means of a pressure distributor in a uniform continuous spread over the section to be treated and within the temperature range specified. The quantity of bituminous material to be spread shall be as determined by the Engineer. The allowable variation from this quantity shall not exceed 0.02 gallons per square yard. A strip of building paper, at least three feet in width and with a length equal to that of the spray bar of the distributor plus one foot, shall be used at the beginning of each spread. If the cut-off is not positive, the use of paper may be required at the end of each spread. The paper shall be removed and disposed of in a satisfactory manner. The distributor shall be moving forward at a proper application speed at the time the spray bar is opened. Any skipped areas or deficiencies shall be corrected. Junctions of spreads shall be carefully made to assure a smooth riding surface. The bituminous material shall not be applied more than 300 feet in advance of the self-propelled stone spreader. The spread of bituminous material shall not be more than six inches wider than the width covered by the cover coat material from the spreading device. Under no circumstances shall operations proceed in such a manner that bituminous material will be allowed to chill, set up, dry, or otherwise impair retention of the cover aggregates. The distributor, when not spreading, shall be parked so that the spray bar or mechanism will not drip bituminous material on the surface of the traveled way.

Application of the cover aggregate. Immediately following the application of bituminous material, cover aggregate shall be spread at the rate determined by the Engineer. The allowable variation from this rate shall not exceed one pound per square yard. All aggregate used bituminous surface treatment shall be clean as determined by visual inspection of the Engineer at the time of placement. Spreading shall be accomplished in such a manner that the tires of the aggregate spreader at not time contact the uncovered and newly applied bituminous material. Immediately after the cover aggregate is spread, any deficient areas shall be covered by additional material. If the application of the aggregate cover by the spreader is not uniform, the Engineer may order the contractor to repair the section before rolling. Pneumatic tired rolling shall begin immediately and shall be continued until three complete coverages are obtained within 30 minutes of the application of the bituminous material. Any free bituminous material on the surface caused by a deficient amount of cover aggregate shall be covered in such a manner so as not to displace imbedded material. Excess material shall be swept from the entire surface by means of brooms. The surface shall be swept at the time determined by the Engineer.

(f)

Traffic control.

Traffic control in work zones shall be provided as per the NYS Manual of Uniform Traffic Devices and all signs, barricades, and signaling devices will be in accordance with this manual to protect both the public and the contractor's personnel. Flaggers will be provided to guide and direct traffic around contractor's operation and to control traffic speed on completed work.

Opening to traffic.

[a]

Unless otherwise specified, the highway shall be kept open to traffic at all times. Traffic shall be discontinued on the lane being surface treated; and as soon as the final layer is applied and rolled, controlled traffic may be permitted thereon. Traffic shall be maintained at a speed not to exceed 15 miles per hour for a period of four hours after placement of the surface treatment by the use of two-way radio-equipped patrol vehicles in accordance with the maintenance and protection of traffic details shown on the plan.

[b]

All patrol vehicles shall be equipped with signs meeting the requirements of Section 254.4 of the Manual of Uniform Traffic Control Devices The required number of two-way-radio-equipped vehicles shall be as follows:

	Lane Miles Length of Surfacing for Past 4 Hours	Number of Patrol Vehicles
	1	1
	2	3
	3	4
	4	6
	5	7
	6	9
	7	10

Samples and testing.

All materials and products to be used in the construction shall meet the quality requirements in Section 700, Materials Details, of the New York State Department of "Transportation Standard Specifications of latest issue.

Any work performed with materials that fail to meet the required tests shall be removed and replaced by the contractor at his expense.

	Table 3-1 Specifications for High-Float Asphalt HFRS-2P (Polymer Modified)
	The emulsion is a high-float, rapid-setting emulsion. It shall be homogeneous and shall meet the following requirements.
	Polymer modified conform to the following:

			Minimum	Maximum
Properties (a)
Viscosity, Saybolt Furol @ 122° F.		(SOC), sec	100	400
	Storage stability, 24 hour, %	1.0
	Demulsibility, 0.02 N CaCl₂,%		60
	Sieve test₁%			0.10
	Polymer, Wt. %		2
Distillation (b)
	Oil distillate, by volume of emulsion, %			3.
	Residue from distillation,	63
Tests on residue from distillation:
	Penetration, 77° F. (25 C) bOg., 5 sec		100	200
	Ductility, 39.2° F. (4 C), 5cm/minute, cm.		50
	Float test @ 140° F. (60 C), sec		1,200
	Solubility in trichloroethylene, %		97.5
	Viscosity @ 140°F, @ sec-1, Poise (c)		1,500

All tests shall be run in accordance with ASTM D-244 except as noted.

ASTM D-244 except that the maximum temperature that the material shall be subjected to is 383° F. ilO° F.