New sanitary sewers and all extensions to sanitary sewers owned and operated by the Gananda Sewer District shall be designed by a professional licensed to practice sewer design in the state and in accordance with the Recommended Standards for Sewage Works, as adopted by the Great Lakes - Upper Mississippi River Board of State Sanitary Engineers (Ten State Standards), and in strict conformance with all requirements of the New York State Department of Environmental Conservation (NYSDEC). Plans and specifications shall be submitted to and written approval shall be obtained from the Superintendent, the Town Planning Board and the NYSDEC before initiating any construction. The design shall anticipate and allow for flows from all possible future extensions or developments within the immediate drainage area.
When a property owner, builder or developer proposes to construct sanitary sewers or extensions to sanitary sewers in an area proposed for development, the plans, specifications and method of installation shall be subject to the approval of the Town Planning Board in accordance with § 235-24. The cost of installation of on-premises facilities, such as intercepting or trunk sewers, pumping stations and force mains, shall be paid by the said property owner, builder or developer. Each street lateral shall be installed and inspected pursuant to Article VI, and inspection fees shall be paid by the applicant prior to initiating construction. Design and installation of sewers shall be as specified in §§ 235-27 through 235-30, and in conformance with Paragraphs 3 through 6 of ASTM Specification C-12. The installation of the sewer shall be subject to periodic inspection by the Superintendent, without prior notice. The Superintendent shall determine whether the work is proceeding in accordance with the approved plans and specifications and whether the completed work will conform with the approved plans and specifications. The sewer, as constructed, must pass the infiltration test (or the exfiltration test, with prior approval), according to the design standards as required by Chapter 190, Land Use and Public Works, before any building lateral is connected thereto. The Superintendent shall be notified 30 days in advance of the start of any construction actions so that such inspection frequencies and procedures as may be necessary or required may be established. No new sanitary sewers will be accepted by the Town Board until such construction inspections have been made so as to assure the Town Board of compliance with this chapter and any amendments or additions thereto. The Superintendent has the authority to require such excavation as necessary to inspect any installed facilities if the facilities were covered or otherwise backfilled before they were inspected so as to permit inspection of the construction. The Superintendent shall report all findings of inspections and tests to the Town Board.
Plans, specifications and methods of installation shall conform to the requirements of this article. Components and materials of wastewater facilities not covered in this chapter, such as pumping stations, lift stations or force mains, shall be designed in accordance with § 235-24 and shall be clearly shown and detailed on the plans and specifications submitted for approval. Additional force main details are covered in § 235-37. When requested, the applicant shall submit, to the Superintendent and to the Town Planning Board, all design calculations and other pertinent data to supplement review of the plans and specifications. Results of manufacturer's tests on each lot of pipe delivered to the job site shall also be furnished, upon request.
Sewer pipe material shall be:
Reinforced concrete pipe. (Note that nonreinforced concrete pipe shall not be used.)
The pipe and specials shall conform to ASTM Specification C-76.
The reinforcing wire cage shall conform to ASTM Specification A-15, A-82 or A-185, as appropriate.
Water absorption and three-edge bearing tests shall conform to ASTM Specification C-497.
Gaskets shall conform to Sections 3.3 and 3.4 of AWWA Specification C-302.
Polyvinyl chloride (PVC) pipe, heavy wall.
Pipe shall be made from Class 12454-B materials or better in accordance with ANSI/ASTM Specification D-1984.
Ductile iron pipe.
Pipe, fittings and specials shall be manufactured in accordance with ASTM Specification A-746. Pipe shall have a minimum thickness of Class 50.
Fittings shall conform to ANSI Specification A 21.11 and have a minimum pressure class rating of 150 psi.
All pipe and fittings shall be cement-mortar lined, in accordance with ANSI Specifications A 21.4, at twice the specified thickness, and have an internal and external bituminous seal coating. Closure pieces shall be jointed by means of a mechanical coupling of the cast-sleeve-type.
Vitrified clay pipe, extra strength. (Note that standard-strength vitrified clay pipe shall not be used.) Pipe shall conform to the current requirements of NCPI Specification ER 3300-67 and meet the requirements of ASTM Specification C-700.
Acrylonitrile/butadiene/styrene (ABS) pipe. Pipe and fittings shall conform to the requirements of ASTM Specification D-2661.
Other pipe materials. Other pipe materials require prior written approval of the Superintendent before being installed.
The minimum internal pipe diameter shall be eight inches.
Joints for the selected pipe shall be designed and manufactured such that O-ring gaskets of the snap-on-type are used.
Joint preparation and assembly shall be in accordance with the manufacturer's recommendations.
Utilizing the foregoing information, design shall be made as outlined in Chapter IX, Design and Construction of Sanitary and Storm Sewers, of the Water Pollution Control Federation Manual of Practice No. 9, latest edition, and the pipe shall have sufficient structural strength to support all loads to be placed on the pipe, with a safety factor as specified above.
Local utilities shall be contacted to verify construction plans and to make arrangements to disconnect all utility services where required to undertake the construction work. The utility services shall later be reconnected. The work shall be scheduled so that there is minimum inconvenience to local residents. Residents shall be provided proper and timely notice regarding disconnection of utilities.
The construction right-of-way shall be cleared only to the extent needed for construction. Clearing consists of removal of trees which interfere with construction, removal of underbrush, logs and stumps and other organic matter, removal of refuse, garbage and trash, removal of ice and snow and removal of telephone and power poles and posts. Any tree which will not hinder construction shall not be removed and shall be protected from damage by any construction equipment. Debris shall not be burned, but hauled for disposal in an approved manner.
The public shall be protected from personal and property damage as a result of the construction work.
Traffic shall be maintained at all times in accordance with applicable highway permits. Where no highway permits are required, at least 1/2 of a street shall be kept open for traffic flow.
Erosion control shall be performed through the project to minimize the erosion of soils onto lands or into waters adjacent to or affected by the work. Erosion control can be effected by limiting the amount of clearing and grubbing prior to trenching, proper scheduling of the pipe installation work, minimizing time of open trench, prompt grading and seeding and filtration of drainage.
The trench shall be excavated only wide enough for proper installation of the sewer pipe, manhole and appurtenances. Allowances may be made for sheeting, dewatering and other similar actions to complete the work. Roads, sidewalks and curbs shall be cut, by sawing, before trench excavation is initiated.
Under ordinary conditions, excavation shall be by open cut from the ground surface. However, tunneling or boring under structures other than buildings may be permitted. Such structures include crosswalks, curbs, gutters, pavements, trees, driveways and railroad tracks.
Open trenches shall be protected at all hours of the day with barricades, as required.
Trenches shall not be open for more than 30 feet in advance of pipe installation nor left unfilled for more than 30 feet in the rear of the installed pipe, when the work is in progress, without permission of the Superintendent. When work is not in progress, including overnight, weekends and holidays, the trench shall be backfilled to ground surface.
The trench shall be excavated approximately six inches deeper than the final pipe grade. When unsuitable soils are encountered, these shall be excavated and replaced with select materials.
Ledge rock, boulders and large stones shall be removed from the trench sides and bottom. The trench shall be over-excavated at least 12 inches for five feet at the transition from rock bottom to earth bottom, centered on the transition.
Maintenance of grade, elevation and alignment shall be done by some suitable method or combination of methods.
No structure shall be undercut, unless specifically approved by the Superintendent.
Proper devices shall be provided, and maintained operational at all times, to remove all water from the trench as it enters. At no time shall the sewer line be used for removal of water from the trench.
To protect workers and to prevent caving, shoring and sheeting shall be used as needed. Caving shall not be used to backfill the trench. Sheeting shall not be removed but cut off no lower than one foot above the pipe crown nor higher than one foot below final grade, and left in the trench during backfill operations.
The pipe barrel shall be supported along its entire length on a minimum of six inches of crusher-run stone with a maximum diameter of 1/2 inch. This foundation shall be firmly tamped in the excavation.
Bell holes shall be hand excavated, as appropriate.
Pipe shall be laid from low elevation to high elevation. The pipe bell shall be up-gradient; the pipe spigot shall be down-gradient.
The joints shall be made and the grade and alignment checked and made correct.
Crushed stone shall be placed over the laid pipe to a depth of at least six inches. Care shall be exercised so that stone is packed under the pipe haunches. Care shall be exercised so that the pipe is not moved during placement of the crushed stone.
The pipe shall be in straight alignment.
The remaining portion of the trench above the pipe embedment shall be backfilled in foot lifts which shall be firmly compacted. Compaction near/under roadways, driveways, sidewalks and other structures shall be to 95% of the maximum moisture-density relationship, as determined by ASTM Specification D-698, Method D. Ice, snow or frozen material shall not be used for backfill.
Manholes shall be placed where there is a change in slope or alignment and at intervals not exceeding 400 linear feet.
Manhole bases shall be constructed of three-thousand-pounds-per-square-inch (seven-day) concrete, 12 inches thick, or shall be precast bases properly bedded in the excavation. Field constructed bases shall be properly reinforced.
Manhole walls shall be constructed using precast concrete manhole barrel sections having a minimum diameter of four feet and an eccentric top section, conforming to ASTM Specifications C-478. All sections shall be cast solid, without lifting holes.
All joints between sections shall be sealed with an O-ring rubber gaskets meeting the same specifications as pipe joint gaskets.
All joints shall be sealed against infiltration.
No steps or ladder rungs shall be in the manhole walls.
All precast sections shall be produce at a plant which is approved by the New York State Department of Transportation for manufacture of concrete pipe.
The elevation of the top section shall be such that the cover frame top elevation is six inches above the one-hundred-year-flood elevation (in a field), six inches above a lawn elevation or at finished road or sidewalk grade.
When located in a traveled area (road or sidewalk), the manhole frame and cover shall be heavy-duty cast iron. When located in a lawn or in a field, the manhole frame and cover may be light-duty cast iron. The cover shall be 36 inches in diameter. The minimum combined weight of the heavy duty frame and the cover shall be 735 pounds, +/- 5%. The minimum combined weight of the light duty frame and the cover shall be 420 pounds, +/- 5%. The mating surfaces shall be machined and painted with tar pitch varnish. The cover shall not rock in the frame. Infiltration between the cover and frame shall be prevented by proper design and painting. Covers shall have "Sanitary Sewer" cast into them. Covers shall have lifting holes suitable for any lifting/jacking device. The lifting holes shall be designed to that infiltration is prevented.
Benches shall be level and slope to the flow channel at about one inch per foot.
The minimum depth of the flow channel shall be the nominal diameter of the smaller pipe. The channel shall have a steel trowel finish. The flow channel shall have a smooth curvature from inlet to outlet.
Manhole frames shall be set in a full bed of mortar with no less than two nor more than nine courses of brick underneath to allow for later elevation adjustment.
All sanitary sewers or extensions to sanitary sewers, including manholes, shall satisfy requirements of a final infiltration test before they will be approved and wastewater flow permitted in the Gananda Sewer District. The infiltration rate shall not exceed 25 gallons per 24 hours per mile per nominal diameter in inches. An exfiltration test may be substituted for the infiltration test; the same rate shall not be exceeded. The exfiltration test shall be performed by the applicant, under the supervision of the Superintendent, who shall have the responsibility for making proper and accurate measurements required. The exfiltration test consists of filling the pipe with water to provide a head of at least five feet above the top of the pipe or five feet above groundwater, whichever is higher, at the highest point under test, and then measuring the loss of water from the pipe section under test by the amount of water which must be added to maintain the original level. In this test, the test section must remain filled with water for at least 24 hours prior to taking any measurements. Exfiltration shall be measured by the drop of water level in a standpipe with a closed bottom end or in one of the sewer manholes serving the test section. When a standpipe and plug arrangement is used in the upper manhole in the test section, there shall be some positive method for releasing entrapped air prior to taking any measurements.
The test section shall be as ordered or as approved, but in no event longer than 1,000 feet. In the case of sewers laid on steep grades, the test length may be limited by the maximum allowable internal pressure on the pipe and joints at the lower end of the test section. For purposes of determining the leakage rate of the test section, manholes shall be considered as sections of forty-eight-inch-diameter pipe, five feet long. The maximum allowable leakage rate for such a section is 1.1 gallons per 24 hours. If leakage exceeds the allowable rate, then necessary repairs or replacements shall be made and the section retested.
The test period during which the test measurements are taken shall not be less than two hours.
Prior to testing, the section shall be lamped. Any joint out of straight alignment shall be realigned.
Also prior to testing, all plastic pipe in the test section shall be tested for deflection. Deflection testing shall involve the pulling of a ball whose diameter is 95% of the pipe's inside diameter through the pipe. Any joint with a deflection greater than 5% shall be replaced. The test section shall be flushed just prior to deflection testing.
In lieu of hydrostatic testing (exfiltration or infiltration), air testing may be employed. Low-pressure air tests shall conform to ASTM Specification C-828. All sections to be tested shall be cleaned and flushed and shall have been backfilled prior to testing. The air test shall be based on the time, measured in seconds, for the air pressure to drop from 3.5 psi to 2.5 psi. Acceptance is based on limits stated in ASTM Specification C-828. Before pressure is applied to the line, all connections shall be firmly plugged. Before the test period starts, the air shall be given sufficient time to cool to ambient temperature in the test section.
If the test section is below groundwater, the test pressure shall be increased an amount sufficient to compensate for groundwater hydrostatic pressure; however, the test pressure shall not exceed 10 psi.
The test gauge shall have been recently calibrated, and a copy of the calibration results shall be made available to the Superintendent prior to testing.
Force mains serving sewage lifting devices, such as grinder pumps and pump stations, shall be designed in accordance with § 235-24. Additional design requirements are:
Drain valves shall be placed at low points.
Automatic air relief valves shall be placed at high points and at intervals of 400 feet, on level force main runs.
Air relief and drain valves shall be suitably protected from freezing.
When the daily average design detention time in the force main exceeds 20 minutes, the manhole and sewer line receiving the force main discharge or the sewage shall be treated so that corrosion of the manhole and the exiting line are prevented. The corrosion is caused by sulfuric acid biochemically produced from hydrogen sulfide anaerobically produced in the force main.
All sanitary sewers and extensions to sanitary sewers constructed at the applicant's expense, after final approval and acceptance by the Superintendent and concurrence by the Town Board, shall become the property of the Town and shall thereafter be operated and maintained by the Town. Said sewers, after their acceptance by the Town, shall be guaranteed against defects in materials or workmanship for one year by the applicant. The guaranty shall be in such form and contain such provision as deemed necessary by the Town Board, secured by a surety bond or such other security as the Town Board may approve.
All contractors engaged in connecting house laterals with sanitary sewers, who perform any work within the right-of-way of any highway, shall file a bond in the amount of $5,000 with the Town Clerk to indemnify the Town against loss, cost, damage or expense sustained or recovered on account of any negligence, omission or act of the applicant for such a permit or any of his, their or its servants or agents arising or resulting directly or indirectly by reason of such permit or consent or of any act, construction or excavation done, made or permitted under authority of such permit or consent. All bonds shall contain a clause that permits given by the Town Board may be revoked at any time for just cause.
Before commencing work, the above contractor shall file with the Town Clerk insurance certificates for the following:
Workmen's compensation and employer's liability insurance as required by the laws of the state covering the contractor.
Personal injury liability having limits of not less than $500,000 each occurrence and $500,000 aggregate (completed operations/products, personal injury).
[Amended 12-14-1994 by L.L. No. 12-1994]
Property damage liability having limits of not less than $500,000 for all damages arising during the life of the contract and shall include, but not be limited to, the following designated hazards:
[Amended 3-28-1996 by L.L. No. 2-1996]
Business excess liability insurance in the amount of $2,000,000.
All insurance policies must provide for five business days' notice to the Town before cancellation and must cover all liabilities of the Town and be in a form approved by the Town Board.
[Amended 12-14-1994 by L.L. No. 12-1994]
Where it is necessary to enter upon or excavate any highway or cut any pavement, sidewalk or curbing, permission must be obtained from the Superintendent of Highways if a Town Highway is involved, from the County Department of Public Works if a County Highway is involved and/or the New York State Department of Transportation if a State Highway is involved.