Town of Corinth, NY Construction Standards

All utilities within street rights-of-way shall be installed before streets are paved. However, repairs or reconstruction after paving may require pavement restoration which shall be accomplished as follows: backfilling shall be as required for backfill within a street right-of-way (see § 112-27H). The edge of the pavement shall be cut evenly with a chisel or saw at least 18 inches beyond the edge of the excavation. Base material and paving equal in thickness and quality to that of the original paving shall be constructed in accordance with the standards for pavement construction. The joint between original pavement and the patch shall be sealed with a crack sealer approved by the town.

Additionally, construction within existing town road rights-of-way will require permission or a permit for construction from the Town Highway Department. It will be the responsibility of the owner to comply with all conditions and restrictions set forth in said permit.

Land for public use.

Land which the owner has offered for cession to the town for recreation purposes shall be cleared of all debris, construction shanties or materials belonging to the owner. Earth disturbed by the owner's operations shall be graded and restored to a neat and acceptable condition.

The owner shall also clear all dead trees and situations which constitute a public hazard or nuisance as determined by the town. The amount of clearing, grubbing and grading should be included in the bond or letter of credit as authorized by the town or the Town Engineer.

Construction modifications in field. The town may require construction of a type not contemplated at the time of final review, provided that such requirements are for a higher type of construction. This is to allow for proper construction to meet conditions not known at the time of final review. Such construction changes shall be shown on as-built drawings.

§ 112-23 Roadway construction.

General. Roadway construction materials which meet the New York State Department of Transportation Specifications shall generally be approved for construction. Other materials may be approved by the town to be used instead of items from the Department of Transportation Specifications. All roadway construction shall be controlled by stakes for grade and alignment.

Subgrade preparation.

All trees, brush, topsoil, stumps, roots more than one-half (1/2) inch in diameter and rubbish shall be removed from the area of the roadway. Boulders shall be removed to a depth of one foot below the subgrade surface.

Muck, spongy material or other unsuitable material shall be completely removed and the excavation filled with suitable material.

The subgrade shall be compacted to 95% standard proctor (ASTM D-698). The final compacted surface shall not be more than one-half (1/2) inch higher than design subgrade in any location and shall be the same cross-sectional shape as the final design grade. It shall also be proof-rolled, with witnessing by the Town Engineer, to determine if stabilization fabric may be required.

Embankment.

No organic material, frozen material or other unsuitable material shall be used in embankments. The compacted embankment shall have a minimum dry density of 95% standard proctor (ASTM D-698).

The slopes of all embankments shall be stabilized by spreading and rolling topsoil and seeding to obtain a satisfactory stand of grass.

Embankments shall be placed and rolled in layers of a maximum depth of eight inches, measured before compaction. The embankment subgrade shall be prepared as required under § 112-23D, Subgrade preparation.

Subbase construction. Materials and construction methods for the pavement base course shall conform to Section 304 of the New York State Department of Transportation Specifications and Town Highway Standards, as determined by the Town Highway Superintendent.

[Amended 12-5-1996 by L.L. No. 2-1996]

Surface construction. Materials and construction methods for the binder course and wearing course shall conform to Section 403 of the New York State Department of Transportation and Town Highway Standards, as determined by the Town Highway Superintendent.

[Amended 12-5-1996 by L.L. No. 2-1996]

Curbs. Curbs shall be hot-mix, machine-laid bituminous concrete of a cross section approved by the town. The curb shall be constructed on previously laid pavement. A light tack coat shall be applied unless the curb is placed on a freshly laid pavement. The mix shall conform to the Town Highway Standards, as determined by the Town Highway Superintendent.

[Amended 12-5-1996 by L.L. No. 2-1996]

Portland cement concrete. Subsections D and E refer to bituminous concrete construction. However, portland cement concrete pavement and curbs of a comparable cross section will be permitted. Design and construction procedures recommended by the Portland Cement Association shall be employed.

Underdrains. Materials and construction methods for underdrain filters shall conform to the requirements of Section 605, Underdrain, New York State Department of Transportation Specifications. Pipe used shall be perforated polyethylene tubing.

§ 112-24 Storm drainage systems.

The construction of storm drainage facilities shall be controlled by these standards and all other applicable town standards.

All drainage pipe shall be installed in accordance with applicable manufacturer's instructions and recommendations. Installation shall conform to Section 603-3, New York State Department of Transportation Specifications.

All CAP shall have rerolled ends and all joints shall be wrapped with filter fabric.

All catch basins, manholes and drop inlets shall be installed in accordance with Section 604-3, New York State Department of Transportation Specifications.

Appropriate erosion control methods shall be utilized to avoid siltation of the storm system prior to establishment of lawns.

§ 112-25 Sanitary sewerage systems.

General. Construction of sanitary sewerage facilities shall be controlled by these standards and the requirements of the Saratoga County Sewer District, where applicable.

Maintaining existing services. The owner shall maintain full service in the existing sewer system continuously. No discharge of sewage to a point outside the system shall be permitted at any time.

House service. A Y-branch and house service extending to the edge of the right-of-way or beyond, at a minimum grade of 1%, shall be installed for each lot. A hardwood stake extending from the sewer to the ground surface shall be installed at the end of each house service before backfilling. The end of the house service shall be sealed with an approved plug capable of producing a seal required to withstand testing of the sewer main. The house service shall eventually be connected to the building it serves before the town approves the building construction. The house service shall be a minimum 10 feet from any water service (horizontal). No house service shall be connected to any building until all testing is completed.

Tests. It is the intention of these construction standards to secure a system with a minimum amount of infiltration. These tests must be completed before house services are connected to the system.

Corroborative infiltration/exfiltration test (three sections with greatest air loss).

Infiltration tests. Infiltration testing is an acceptable leakage test only when the groundwater level is suitably higher than the pipe. The owner shall furnish and maintain a V-notch sharp crested weir in a wood frame tightly secured in the sewer system at the locations directed by the town. The maximum allowable infiltration shall be 50 gallons per mile, per inch of diameter of sewer main, per twenty-four-hour day at any time. The period of testing shall be a minimum of one hour.

Exfiltration tests.

[1]

Exfiltration testing is an acceptable leakage test only in dry areas or when the groundwater level is suitably low. The owner shall shall furnish and maintain the necessary plugs, stoppers, water supply and measuring devices at locations required by the town. All openings in the section of the system to be tested shall be securely stopped and the section filled with water to provide a minimum of two feet of head over all sewers in the section, or two feet higher than the groundwater level, whichever is higher.

[2]

After filling, the system shall be allowed to stand a minimum 12 hours before conducting the tests. The maximum allowable exfiltration shall be 50 gallons per mile per inch diameter of the sewer per twenty-four-hour day at any time. The maximum internal pressure at the lowest point may not exceed 25 feet of water.

Low-pressure air tests.

The owner shall furnish and maintain the necessary plugs, fittings, gauges and pumping system at locations directed by the town. The duration of the testing shall be determined by the Town Engineer from Table 4.4.1, taken from UNI-BELL Recommended Practice for Low-Pressure Air Testing of Installed Sewer Pipe. The prescribed pressure drop shall not exceed zero and five-tenths (0.5) psi from 3.5 psi to 3.0 psi in excess of the groundwater pressure above the top of the pipe.

Table 4.4.1
Pipe Diameter (inches)	Minimum Time (minutes: seconds)	Length For Minimum Time (feet)	Time For Longer Length (seconds)
4	3:46	597	0.380 L
6	5:40	398	0.854 L
8	7:34	298	1.520 L
10	9:26	239	2.374 L
12	11:20	194	3.418 L
15	14:10	159	5.342 L
18	17:00	133	7.692 L
21	19:50	114	10.470 L
24	22:40	99	13.674 L
27	25:30	88	17.306 L
30	28:20	80	21.366 L
33	31:10	72	25.852 L
36	34:00	66	30.768 L

NOTES:

"L" is the excess test length beyond the length for minimum time.

Any section of the sewer system that shows leakage in excess of the allowable limits shall be repaired by means satisfactory to the town. When the system has been demonstrated to be within allowable limits, the owner shall remove all plugs, stoppers and weirs.

Deflection tests.

Sewers must be straight between manholes and shall be tested for straightness by flashing a light from manhole to manhole, lamping or by other suitable means. Sections found to be unacceptable shall be subject to further deflection testing by means of pulling an appropriately sized mandrel through the pipe. The Town Engineer may also require this type of deflection testing where construction encountered unstable trench walls or bottoms, heavy rainfall, frozen soil, high groundwater levels, deep lines or improper compaction.

The owner shall furnish and maintain the appropriate size mandrels for the pipe size being tested, as determined from Table 4.4.2 based on seven and one-half percent (7 1/2%) allowable deflection. All necessary rope, fittings and labor shall also be the owner's responsibility. Any sections found to be unacceptable will be repaired or replaced to meet town standards.

	Table 4.4.2
	Specified Mandrel Size for Pipe Diameter Indicated
	Pipe Diameter	Mandrel Outside Diameter (inches)
	6	5.31
	8	7.09
	10	8.85
	12	10.51
	15	12.86
	18	15.70
	21	18.50
	24	20.80
	27	23.43

§ 112-26 Water systems.

General. All water system components shall meet the recommended standards for waterworks (New York State Department of Health Bulletin No. 42). In addition, components shall be of approved, unused materials, and manufacturers' recommended procedures shall be employed.

Water mains.

All soils to receive waterlines shall be tested for pH by DIPRA or an approved laboratory to determine the need for polyethylene wrap.

The full length of each section of pipe shall rest solidly upon the pipe bed, with adequate recesses excavated for the bells and joints. The interior of all pipe shall be thoroughly cleaned of all foreign matter before being placed in the trench and shall be kept clean during the laying operations by means of plugs or other approved methods.

The pipe shall not be laid in water or when trench conditions are unsuitable for the work, except by permission of the Engineer. Water shall be kept out of the trench until the joints have been completed. When work is not in progress, open ends of the pipes 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 laying shall be replaced with new pipe.

Lines shall be installed with a minimum of five feet of cover.

Handling. Pipe and accessories shall be handled in such a manner so as to ensure delivery on the work site in sound, undamaged condition. Particular care shall be taken not to injure pipe coatings. Rope or canvas slings shall be used in unloading, loading and installation of pipe which cannot be placed by hand. The use of chains or tongs shall not be permitted. All surface areas of coated pipe that are damaged shall be recoated with hot bituminous material equal to that used to factory coat the pipe.

Cutting. Cutting of pipe shall be done in a neat and workmanlike manner without damage to the pipe or pipe lining. Unless otherwise authorized by the town, all pipe cutting shall be done by means of an approved type of mechanical cutter. Wheel-type cutters shall be used when practical.

Placing and laying.

[1]

Before being lowered into the trench, all sections of pipe shall be inspected for defects and tapped with a light hammer to detect cracks. Defective, damaged or unsound pipe shall be rejected.

[2]

Deflections from a straight line or grade, as required by vertical curves, horizontal curves or offsets, shall not exceed that recommended by the appropriate specifications or, if not specified, then 80% of the manufacturer's recommendations. If the alignment requires deflections in excess of these limitations, the owner shall provide special bends or a sufficient number of shorter lengths to provide angular deflections within the limit set forth. Bends shall be provided with thrust restraint.

[3]

Before jointing, all lumps, blisters, excess coating material, oil and grease that will interfere with proper jointing shall be removed from the ends of all pipes.

Mechanical joints. Mechanical joints shall be made in accordance with the manufacturer's recommendations. Rubber gaskets shall be used. Torque wrenches, calibrated in accordance with the manufacturer's instructions, shall be used on the joint assembly.

(e)

Push-on joints. Push-on joints shall be made in accordance with the manufacturer's recommendations.

(f)

Anchoring. All T-connections, bends and lead ends shall be securely anchored in place by means of joint restraint or concrete thrust blocks resting against undisturbed soil. Joint restraint shall be used only if the method is shown on the approved construction drawings or designed by a licensed professional engineer.

(g)

Testing. After the installation of the water distribution system or sections thereof, the waterlines shall be filled and all air blown off. The system or parts thereof shall then be subjected to hydrostatic test. All testing shall be performed in the presence of the town and shall be under the town's supervision. Hydrostatic test and leakage allowances shall conform to AWWA C-600. If any section of the distribution system shows a leakage greater than specified, the leaks shall be located and repaired until the leakage is within the specified limits.

(h)

Disinfection. Mains shall be disinfected in accordance with AWWA C-601, after house services have been connected, but prior to the issuance of a certificate of occupancy. Water containing not more than 50 parts per million of free available chlorine shall be allowed to stand in all lines and systems for at least 24 hours, after which time there shall be at least 25 parts per million residual chlorine remaining in the water. All new valves and hydrants shall be operated while the lines are filled with heavily chlorinated water. Following chlorination to the satisfaction of the town, all disinfecting water shall be flushed from the lines until the chlorine residual does not exceed one part per million. When all lines have been flushed clean to the Town Engineer's satisfaction, the owner or his representative shall collect samples of the water at locations directed by the Town Engineer and under his supervision. The samples shall be sent to an approved testing laboratory for bacterial analysis, and two copies of the test results shall be sent to the town. The owner shall bear all costs for such sampling and testing. Certificates of occupancy may not be issued until chlorination results are satisfactory.

Valves.

Valves shall be set with the stems vertical. After valves have been installed and adjusted, they shall be tested for operation under maximum operating pressure, shall be watertight and shall operate easily.

Valve boxes shall be installed so that covers are flush with the finish ground surface. Boxes shall be set vertical and centered over the valve.

All valves shall be shown on the as-built drawings.

A valve record card shall be completed for each valve installed. The card shall be furnished by the town and shall be returned to the town when completely filled out.

Hydrants.

Each hydrant shall be set vertical and shall be anchored as indicated on the standard detail. Hydrants shall be set so that the distance between the finish grade line and the hose connections is between the limits indicated on the standard detail.

That portion of each hydrant below finish grade shall be given a coat of hot bituminous material prior to installation. This coating shall be equal to that used for coating of cast-iron fittings and waterlines.

A hydrant record card shall be completed for each hydrant installed. The card shall be furnished by the town and shall be returned to the town when completely filled out.

The owner shall perform under the supervision of the town fire flow tests in accordance with the Guide for Determination of Required Fire Flow, published by Municipal Survey Service, Insurance Services Office.

Services.

All service taps shall be made with a service clamp, unless factory installed. The corporation stop shall be inserted as recommended by the manufacturer for the type pipe installed.

The service shall be installed in accordance with backfilling requirements of these standards and in accordance with standard details.

§ 112-27 Pipeline construction.

General. All labor, materials, equipment, tools and services required for the furnishing and installation of any type of pipe shall conform to the following specifications:

Pipe.

All pipe shall be installed in the sizes and to the lines and grades shown or the approved subdivision drawings. The type and specifications of pipe to be furnished and installed in each location shall be as designated on the subdivision drawings. Pipe shall be new pipe and shall be rejected if found not to meet the minimum requirements set by the town.

All pipelines and appurtenances of whatever type or description shall be constructed in an approved manner to the complete satisfaction of the town.

Where lift holes are provided in concrete pipe, they shall be filled with a stiff mortar mix after the pipe is installed in the trench.

The owner, at his own expense, at all times during the progress of the work, shall keep the trenches and excavations free from water. Water from trenches and excavations shall be disposed of in such a manner as will neither cause injury to the public health, nor to the surface of streets, nor cause any interference with the use of public rights-of-way. Water shall not be allowed to flow away through newly laid sanitary sewers.

All pipe shall be installed to the limits of the approved subdivision section and shall terminate in a manhole, catch basin, hydrant or blowoff, as appropriate. Stubs shall be installed in manholes and catch basins to provide for future extension of pipelines.

Excavation generally.

Necessary arrangements shall be made by the owner with all persons, firms or corporations owning or using any poles, pipes, tracks, or conduits, etc. affected by his construction to maintain and protect such facilities during construction. In the event that any existing gas pipes, water pipes, conduits, sewers, tile drains or poles are blocked or interfered with by the excavation required on his project, the owner shall maintain them in continuous operation and restore them to the same condition as they were prior to the start of construction.

Sidewalks and pavements must be in no case blocked or obstructed by excavated material, except with the approval of the town and then only when adequate provisions have been made for a satisfactory temporary passage of pedestrians and vehicles. Adequate bridging and planked crossings must be provided and maintained across all open trenches for pedestrians and vehicles then so ordered by the town. Barriers, lights, flares and watchmen shall be provided and maintained by the owner at all trenches, excavations and embankments as required by the town.

The excavating of the trench shall not advance more than 200 feet ahead of the completed masonry or pipe work, except where it is necessary to drain wet ground. The width of trenches in which pipe is to be installed shall be such as to provide adequate space for workers to place and joint the pipe properly and shall be generally the outside pipe diameter, plus three feet.

The owner shall furnish, put in place and maintain such sheeting and bracing as may be required to support properly the sides and ends of excavations and to prevent injury to the structure built or to persons or property.

If at any time the town so orders, the owner shall install such additional sheeting and bracing as may be required by the State of New York, Department of Labor, by adverse soil conditions or by the town; but compliance with such orders or failure on the part of the town to exercise its right to give such order shall in no way release the owner from liability for damage caused by weak or insufficient sheeting nor from his responsibility to protect the work and adjacent property. Voids appearing outside the sheeting shall be immediately and compactly filled with suitable material and to the satisfaction of the town.

All sheeting and bracing shall be in accordance with the Industrial Code Rule No. 23 of the State of New York, Department of Labor, Board of Standards and Appeals.

Trench bottoms shall be excavated to conform to the type of bedding specified for the project.

(8)

Where excavations are opened and, in the opinion of the town, the materials in place are not adequate for structural stability of the completed work, the town may order the owner to carry the excavation to an additional depth, furnish and place concrete cradles, sand or gravel refill and/or timber and piling foundations.

(9)

The owner is responsible to call Underground Facilities Protective Organization (1-800-962-7962) 48 hours prior to digging, drilling or blasting to ascertain all available information on subsurface structures and utilities.

Rock excavation.

Excavation and trenches in rock shall be carried below the pipe bottom with of one-fourth (1/4) the diameter of the pipe, but in no case less than six inches below the pipe bottom, and shall be made by any acceptable method, including use of explosives.

Where blasting is necessary, it shall be done by men experienced in such work. All blasts shall be well covered and provisions made to protect pipes, conduits, sewers, structures, persons and property adjacent to the site of the work. Prior to the blast, all persons in the vicinity shall be given ample warning. Blasting will not be permitted between the hours of 6:30 p.m. and 6:30 a.m., except with special permission, nor within 25 feet of the completed work.

All handling and use of explosives shall be in accordance with Industrial Code Rules No. 23 and 30 of the New York Department of Labor, Board of Standards and Appeals and Article 16 of the New York State Labor Law.

The owner shall secure all permits required by law for blasting operations and any additional hazard insurance required.

Lines and grades. Gravity sanitary sewer pipe shall be laid with a laser to assure compliance with approved lines and grades, except house laterals which may be laid to grade with a surveyors transit, level or other appropriate surveying instrument.

Bedding. The class of bedding to be used shall be as specified in the final submission drawings. There shall be excavation for bells and flanges in all classes of bedding. Beddings for pipe shall conform to one or more of the following:

First-class bedding.

First-class bedding is that method of laying pipe in which the pipe is carefully bedded in compacted granular materials placed on a flat trench bottom. The granular material shall be crushed stone, pea gravel or sand, and maximum particle size shall be three-fourths (3/4) inches. The depth of the granular bedding below the bottom of the pipe shall be six inches.

Where crushed stone bedding is used in wet material or when the pipeline is below the groundwater table, the bedding shall be drained to a catch basin or drainage course as directed by the Town Engineer.

Concrete cradle bedding.

Concrete cradle bedding is that method of bedding pipe in which the lower part of the pipe exterior is bedded in plain or reinforced concrete of 2,500 psi or greater, having a minimum thickness under the pipe of one-fourth (1/4) the nominal inside diameter and extending up the sides of the pipe for a height equal to one-fourth (1/4) of the outside diameter.

The cradle shall have a width at least equal to the outside diameter of the barrel of the pipe, plus eight inches and it shall be constructed monolithically without horizontal construction joints.

Concrete encasement. Concrete encasement is that method of bedding pipe in which the entire pipe is jacketed by plain or reinforced concrete having a compressive strength of 2,500 psi or greater. The encasement width and height shall be at least equal to the outside diameter of the barrel of the pipe plus eight inches or as shown on the approved subdivision drawings. Normally stronger pipe should be used with concrete cradle or encasement being permitted only in unusual cases.

Pipelaying.

Pipe shall be protected during handling against impact shocks and free-fall. Pipe shall be kept clean at all times.

The laying of pipe in prepared trenches shall be commenced at the lowest point with the spigot ends pointing in the direction of flow.

All pipe shall be laid with ends abutting and true to line and grade. They shall be carefully centered so that when laid they will form a uniform invert.

Preparatory to making pipe joints, all surfaces of the portions of the pipe to be jointed or of factory-made jointing material shall be clean and dry. Lubricants, primers, adhesives, etc., shall be used as recommended by the pipe or joint manufacturer. The jointing materials or factory fabricated joints shall then be placed, fitted, joined and adjusted in such a workmanlike manner as to obtain the degree of watertightness required.

Trenches shall be kept water-free and as dry as possible during bedding, laying and jointing and for as long a period as required. As soon as possible after the joint is made, sufficient backfill material shall be placed along each side of the pipe to offset conditions that might tend to move the pipe off line and grade.

All ends of pipe runs shall be capped with standard stoppers or with a fitting provided with an approved joint.

Backfilling.

All backfilling to the center line of the newly laid pipe shall be as specified under Subsection F, Bedding, to a point 12 inches over the top of the pipe. New York State Department of Transportation Type 4 select granular material shall be placed. Compaction shall occur evenly on both sides of the pipe, and mechanical compaction shall not be used until the backfill is eight inches above the pipe.

No frozen material shall be used for backfill.

When backfilling in open-cut across or within the right-of-way limits of any street, road, highway or railroad, the remainder of the backfill shall be select granular material. Backfill shall be placed along the sides of the pipe in six-inch lifts and compacted by hand or in 12 inches over the top of the pipe; the entire trench shall be compacted by mechanical means. Placing of backfill shall continue in twelve-inch lifts, each lift being compacted by mechanical means until subgrade elevation is reached.

When backfilling in unpaved areas outside the right-of-way, the excavated material may be used to complete the backfilling, provided that all deleterious contents, if any, are removed as directed by the town. The backfill shall be rounded off over the trench not higher than eight inches. Materials shall be compacted in layers not more than two feet thick by approved mechanical means.

No pipe shall be covered before permission is given by the town. The town may require any pipe covered without adequate notification be uncovered for inspection at the owner's expense.

Under no circumstances shall water be permitted to rise in trenches before they are backfilled.

Backfilling shall be completed to a point two feet above the top of all pipe laid each day. Operations shall be scheduled so that the trench is completely backfilled to within 200 feet of the end of the completed, installed pipeline at the end of each day.

(8)

Whenever timber sheeting is driven to a depth below the elevation of the top of the pipe, that portion of the sheeting below the elevation of the top of the pipe shall not be disturbed or removed. Whenever timber sheeting is driven for the protection of trench walls in water-bearing soil, no portion of such sheeting below a level four feet over the top of the pipe shall be removed.

Tunnels. Methods of excavation support and backfill in tunnels made beneath existing structures, railroads, pavements and sidewalks for the installation of pipe or conduits shall be subjected to approval of the town and the governing regulatory agency before work is begun.

Jacking and boring. Methods of jacking or boring to install pipe shall be approved by the town and the governing regulatory agency before such work is started.

Manholes and catch basins.

All manholes and catch basins shall be precast concrete construction. Sanitary manholes shall utilize press wedge fittings. All connections shall be made per the manufacturer's specifications.

All manhole joints between sections shall utilize butyl rope joint sealer or and approved equal.

Precast concrete rings shall be laid with full mortar joints.

Mortar shall consist of one part portland cement and two parts clean masonry sand with 10% hydrated lime added.

Pipe placed through manholes or catch basin sidewalls and stubs installed for future extensions shall extend through the walls a sufficient distance to allow connection on the outside. Such pipes shall be struck smooth on the inside in line with the inside wall of the manhole. The manhole or catch basin masonry shall be carefully constructed around all pipes, so as to prevent leakage along the outer surfaces.

Frame castings shall be set in full mortar beds on top of the masonry. Frames shall be set to the same grade as the roadway.

The top eight to 20 inches of the manhole or catch basins directly under the casting shall be constructed of precast concrete grade rings to provide for adjustment to grade and future construction. Field cutting of precast manholes or catch basin sections shall not be allowed for grade adjustment.

Connections.

Connections of new lines to existing lines, when encountered in construction and not shown on the subdivision drawings, shall be made where ordered by the town. Such connections shall be made within a manhole or catch basin in the case of sewers or storm drains, except for house sewer and drain connections. In all such cases, the existing line shall be located prior to laying any new pipe to ensure proper alignment and straight continuation of existing lines.

Junctions for future sewer connections indicated on the final subdivision drawings shall be sealed as specified in Subsection G, Pipelaying.

§ 112-28 Plain and reinforced concrete.

General. Concrete used in any type of construction shall meet the strength and durability requirements of these standards as determined by testing procedures specified herein. Materials used shall meet the requirements of these standards and shall be approved by the Board for the intended use.

Materials.

Cement. Cement shall be one of the types approved by the Board and the type selected shall be the proper one for its intended use.

Aggregate.

Aggregates shall be approved by the Board. Aggregates failing to meet these requirements but producing concrete of the required quality as shown by special tests or actual service may be used with the permission of the Board.

The maximum size of the aggregate shall be one-fifth (1/5) of the narrowest dimension between sides of the forms within which the concrete is to be cast and three-fourths (3/4) of the minimum clear spacing between reinforcing bars or between forms and reinforcing bars. For unreinforced slabs, the maximum size of aggregate shall be one-third (1/3) the slab thickness.

Mixing water. Water used in mixing concrete shall be clean and free from injurious amounts of oils, acid, alkalis, organic materials, salts or other substances that may be deleterious to concrete or steel.

Quality of concrete.

Class of concrete. Concrete installed in various structures or units shall be one of the three classes defined in the following subsections. The class to be installed shall be as specified in the subdivision final approval.

Class of Concrete
Class I	4000	psi	@	28 days
Class II	3000	psi	@	28 days
Class III	2500	psi	@	28 days

Water/cement ratio.

All concrete shall be proportioned on the basis of water/cement ratio which is defined as the ratio of the total quantity of water in the mixture, including the surface water carried by the aggregate, to the quantity of cement. The ratio is expressed in United States gallons, eight and one-third (8 1/3) pounds to the gallon per each ninety-four-pound sack of cement.

Concrete that is subject to freezing temperatures while wet shall have a water/cement ratio not exceeding six gallons per bag and shall contain entrained air.

Concrete proportions and consistency.

The proportions of the concrete shall produce a mixture that will work readily, with the placement method used, into the corners and angles of the forms and around reinforcement. Neither segregation of materials in the mixture nor the collection of excess free water on the surface shall be permitted.

The slump of concrete shall be the minimum that is practicable. When vibrators are used to consolidate the concrete, the slump shall not exceed four inches, otherwise the slump shall not exceed six inches.

The methods of measuring the concrete materials shall be such that the proportions can be accurately controlled and easily checked. Measurement of materials for ready-mixed concrete shall conform to Specifications for Ready-Mixed Concrete (ASTM C-94).

Tests on concrete.

Sampling. As the work progresses, concrete shall be sampled in accordance with the American Society for Testing and Materials' method of sampling fresh concrete (ASTM C-172).

Slump test. Slump tests shall be made according to the American Society for Testing and Materials' method of test for slump of portland cement concrete (ASTM C-143).

Compression test.

Compression test specimens shall be made and cured according to the American Society for Testing and Materials' Method of Making and Curing Concrete Compression and Flexture Test Specimens in the Field (ASTM C-31). Not less than three specimens shall be made for each test at each age, nor less than one test for each 150 cubic yard of concrete of each class. At least one test per day shall be made of each class of concrete used that day.

Specimens shall be taken by the owner or his representative under the direction of the town and the tests made by a laboratory approved by the town. The cost of transportation to the laboratory and of testing the concrete cylinders shall be borne by the owner. The owner shall furnish two copies of all test results to the town.

Additional specimens cured under job conditions may be required when, in the opinion of the town, there is a possibility of the surrounding air temperature falling below 40º F. or rising above 90º F.

The standard age of test specimens shall be 28 days, but seven-day specimens may be used, provided that the relationship between the seven- and twenty-eight-day strengths of the concrete is established by test for the materials and proportions used.

(e)

If after testing, the average strength of test cylinders is found to be more than 10% below the required strength, the town may elect either to permit such concrete to remain in place and require the owner to forfeit from his performance bond an amount agreeable to both the owner and the town or require the owner at his own expense, to remove the concrete area deficient in the specified strength and replace it with concrete of satisfactory quality.

Mixing and placing concrete.

Preparation of equipment and place of deposit.

Before placement, all equipment for mixing and transporting the concrete shall be cleaned, and all debris and ice shall be removed from the places to be occupied by the concrete. Forms and subbase shall be thoroughly wetted (except in freezing weather) or oiled. The reinforcement shall be thoroughly cleaned of ice, dirt, rust, scale or other coatings.

Standing water shall be removed from its place of deposit before concrete is placed unless otherwise permitted by the town. All laitance and other unsound materials shall be removed from hardened concrete before additional concrete is added.

Mixing of concrete.

For job-mixed concrete, the mixer shall be rotated at a speed recommended by the manufacturer. Each batch of one cubic yard or less shall be mixed for at least one minute after all materials are in the mixer. The mixing time shall be increased 15 seconds for each additional cubic yard or part thereof. The entire batch shall be discharged before the mixer is recharged.

Ready-mixed concrete shall be mixed and delivered in accordance with Specifications for Ready-Mixed Concrete (ASTM C-94).

Conveying of concrete.

Concrete shall be conveyed from the mixer to the place of final deposit by methods that will prevent separation or loss of materials.

Equipment for chuting, pumping and pneumatically conveying concrete shall be of such size and design as to achieve a practically continuous flow of concrete at the delivery and without separation of materials.

Placing of concrete.

Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. The placing of concrete shall be carried on at such rate that concrete is at all times plastic and flows readily into the spaces between the bars. No concrete that has partially hardened or been contaminated by foreign material shall be deposited on the work, nor shall retempered concrete be used.

When concreting is once started, it shall be carried on as a continuous operation until concreting of the panel or section is completed. When construction joints are necessary, they shall be made in accordance with accepted practice or as approved by the Board.

All concrete shall be thoroughly consolidated by suitable means during placement. It shall be thoroughly worked around reinforcement and embedded fixtures and into the corners of the forms. Tools used shall be such that they will not cause segregation of aggregates.

Curing of concrete. Provision shall be made for maintaining concrete in a moist condition for a period of at least five days after placement. For high-early-strength concretes, however, moist curing shall be provided for at least the first two days when concrete and air temperatures are above 50º F.; longer periods of curing shall be required when temperatures are below 50º F.

Cold weather concreting.

Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather. No frozen materials or materials containing snow or ice shall be used in the concrete.

All reinforcement, forms, fillers and ground with which the concrete is to come in contact shall be free from snow and ice. Whenever the temperature of the surrounding air is below 40º F., all concrete placed in the forms shall have a temperature of 45º F., or higher after placement.

Adequate means shall be provided for maintaining this temperature for four days. When high-early-strength concrete is used, a temperature of 45º F., shall be maintained for three days. In either case, any additional time necessary to ensure proper curing of the concrete shall be provided as directed by the town.

The housing, covering or other protections used in connection with curing shall remain in place and intact at least 24 hours after the artificial heating is discontinued. No dependence shall be placed on salt or other chemicals for the prevention of freezing.

Hot weather concreting.

In hot weather, suitable precautions shall be taken to avoid drying of the concrete prior to finishing operations. Use of windbreaks, sunshades, fog sprays or other devices shall be provided as directed by the town.

Concrete deposited in hot weather shall not have a placing temperature that will cause difficulty from loss of slump, flash set or cold joints. Concrete temperatures shall be less than 90º F.

(8)

Forms.

Forms shall conform to shapes, lines and dimensions of the members as called for in the subdivision final submission and shall be sufficiently tight to prevent leakage of mortar. They shall be properly braced or tied together so as to maintain position and shape.

Forms shall be removed in such a manner as to ensure the complete safety of the structure. Where the structure is supported on shores, the removable floor forms, beams and girder sides and column and similar vertical forms may be removed after 24 hours, provided that the concrete is sufficiently hard. In no case shall the supporting forms or shoring be removed until members have acquired sufficient strength to support their weight and imposed loads safely.

(9)

Placing and splicing of reinforcements. The reinforcement shall be protected by the thickness of the concrete indicated in the subdivision final approval. Where not otherwise shown, the thickness of concrete over the reinforcement shall be as follows:

Where concrete is deposited against the ground without the use of forms: not less than three inches.

Where concrete is exposed to the weather or to the ground but placed in forms: not less than two inches for bars larger than No. 5 and one and one-half (1 1/2) inches for No. 5 bars or smaller.

In slabs and walls not exposed to the ground or to the weather: not less than three-fourths (3/4) inches.