A. Sanitary sewers shall be designed to carry, when flowing half full, not less than the following domestic sewage flow rates, exclusive of sewage or other wastewater from industrial plants, for the ultimate tributary area to be served as determined by the village engineer.
Lateral sewers | 300 gallons per capita per day |
Main sewers | 200 gallons per capita per day |
B. All public sanitary sewer extensions shall extend across the entire frontage of all abutting properties to be served unless otherwise recommended by the village engineer and/or approved by the board of trustees.
C. Sanitary sewers shall not be less than eight inch (8") diameter size pipe, and shall be installed with uniform invert slope and straight alignment between manholes.
D. Building sewers shall not be less than six inch (6") diameter size pipe installed at a minimum slope of 0.125, one-eighth inch (1/8") per foot, or not less than four inch (4") diameter size pipe in lengths of not less than ten feet (10') installed at a minimum invert slope of 0.25, one-fourth inch (1/4") per foot.
E. Sanitary sewers shall be constructed with polyvinyl chloride plastic gravity sewer pipe and fittings conforming to the latest revision of ASTM specification D3034, for SDR26 with integral bell and spigot joints and elastomeric type compression gaskets conforming to the latest revision of ASTM specification D3212, installed in accordance with the latest revised recommended practice of ASTM standard D2321 using either class I or class II embedment materials for bedding, haunching and initial fill to provide adequate side support so that the maximum deflection does not exceed five percent (5%) of the pipe internal diameter.
F. Building sewers shall be constructed with polyvinyl chloride plastic gravity sewer pipe and fittings conforming to the latest revision of ASTM specification D3034, for SDR26 with integral bell and spigot joints and elastomeric type compression gaskets conforming to the latest revision of ASTM specification D3212, installed in accordance with the latest revision recommended practice of ASTM standard D2321 using either class I or class II embedment materials for bedding, haunching and initial fill to provide adequate side support so that the maximum deflection does not exceed five percent (5%) of the pipe internal diameter. (Ord. 2004-02-03, 2-25-2004)
G. The connection of the building sewer into the public sewer shall be made at the branch fitting, if such is available at a suitable location. Manhole connections are not allowed. If the public sewer is twelve inches (12") in diameter or less, and if no properly located branch fitting is available, the owner shall, at his expense, install in the public sewer a branch fitting approved by and at a location specified by the village's director of public works. Where the public sewer is greater than twelve inches (12") in diameter, and no properly located branch fitting is available, a neat hole may be cut into the public sewer to receive the building sewer, with entry in the downstream direction at an angle of about forty five degrees (45°). A forty five degree (45°) elbow may be used to make such connection, with the spigot end cut so as not to extend past the inner surface of the public sewer. A smooth, neat joint shall be made, and the connection made secure and watertight by encasement in concrete. Special fittings may be used for the connection but only when approved in advance in writing by the village's director of public works.
H. All sanitary sewers and building sewers shall be bedded on a layer of gravel or crushed stone conforming to the latest revision of ASTM specification D448, to provide a minimum thickness of four inches (4") under and supporting the full bottom quadrant of the pipe. Backfill materials shall be placed and tamped by hand in six inch (6") layers around the pipe to a height of twelve inches (12") over the top of pipe. All sewers and sewer services installed within village owned right of way shall be backfilled with controlled low strength material (CLSM) under roadways and within two feet (2') of the back of curb. Sewers and sewer services installed under village owned sidewalk shall be backfilled with CA 6.
I. All sanitary sewers and building sewer branches shall be tested for watertightness by a low pressure air test to assure that infiltration will not exceed two hundred (200) gallons per inch of pipe diameter per twenty four (24) hours per mile of sewer. The contractor shall furnish all testing equipment and personnel required for conducting the low pressure air test as directed by the director of public works or village engineer.
1. Prior to low pressure air testing, the sewers shall be thoroughly cleaned and mandrel tested and televised. Televised sewer video records shall be provided to the village in an electronic file format.
2. After cleaning and dampening, all sewer pipe openings shall be sealed with suitable airtight plugs and braces.
3. Wherever the sewer to be tested is submerged under groundwater, a pipe probe shall be inserted by boring or jetting into the backfill material adjacent to the center of the sewer pipe. Air shall be forced to flow very slowly through the probe pipe to determine the back pressure caused by groundwater static head. The gauge pressure of the groundwater static head shall be added to the standard air test pressure to compensate for the back pressure effect of groundwater static head on the low pressure air test.
4. The low pressure air test shall be made by slowly adding air to the plugged sewer sections under test until the internal air pressure reaches four (4.0) psig greater than any groundwater hydrostatic pressure. After the initial pressurization, at least two (2) minutes shall be allowed for air temperature to stabilize and adding only the amount of air to maintain the initial test pressure.
5. After the initial air pressure temperature has been stabilized, the air supply shall be shut off. An approved stopwatch shall be used to record the time in seconds for the internal sewer pressure to drop from three and five-tenths (3.5) psig to two and five-tenths (2.5) psig greater than any groundwater hydrostatic pressure. The low pressure air test of sanitary sewers shall be considered satisfactory if the total rate of air loss from any section of sewer tested in its entirety does not exceed 0.0030 cubic feet of air per minutes per square foot of internal pipe surfaces. If the low pressure air test fails to meet these requirements, the contractor shall locate and repair, or remove and replace the faulty sections of sewer in a manner approved by the superintendent or village engineer, as necessary to perform a satisfactory low pressure air test upon retesting. The use of acrylamid gel sealants as a method of correcting leakage will not be acceptable.
J. Sanitary sewer manholes shall have an inside diameter of forty eight inches (48") for all sewer sizes of eight inch (8") through twenty four inch (24") pipe diameter, and an inside diameter of sixty inches (60") for all sewer sizes of twenty seven inch (27") through thirty six inch (36") pipe diameter. Manholes shall be constructed of precast reinforced concrete sections conforming to the latest revision of ASTM specification C478. Manhole sections shall be joined together using either flexible watertight rubber ring gaskets or preformed bituminous plastic gaskets similar to RAM-NEK made by K.T. Snyder Company, Inc., or type CS-208 made by Concrete Sealants, Inc., or equal approved by the village engineer, and shall include an external joint wrap system, MacWrap or equal. Sanitary sewer manholes shall have a Cretex exterior rubber chimney seal or an equivalent exterior rubber chimney seal as approved in advance in writing by the village's director of public works. Top manhole sections shall be precast eccentric type cones with a twenty four inch (24") diameter manhole cover opening. All exterior surfaces of manhole sections shall be sealed with bitumastic material for watertightness. Manhole frames and covers shall be Neenah Foundry Company no. R-1772, or East Jordan Iron Works, Inc., no. 1022, or an equivalent as approved in advance in writing by the village engineer, with standard duty, nonrocking type, indented top solid lids marked "SEWER". Not more than eight inches (8") of grade adjusting rings will be permitted. Frames shall be set on a preformed bituminous plastic gasket to provide a watertight joint. Cast iron steps similar to Neenah Foundry Company no. R-1980-C, or East Jordan Iron Works, Inc., no. 8501, or an equivalent as approved in advance in writing by the village engineer, shall be installed at twelve inch (12") spacing on centers. Precast concrete bottom slabs shall be carefully bedded on a six inch (6") compacted sand cushion. Spaces around and under all pipes entering the manholes shall be filled with concrete from the outside. The invert elevations of sewer pipes entering manholes shall be such that the inside top of pipe is level with that of the outlet sewer unless a drop pipe connection is provided on the outside of the manhole. All pipe connections shall be made with flexible watertight connectors meeting the requirements of ASTM C923. Resilient connectors shall be cast in place into manhole walls and shall provide a watertight, flexible seal between the pipe and manhole. Each manhole shall have bottom concrete fillets shaped to provide smooth flow channels through manholes conforming in shape and slope to that of the sewers, with the top of fillet sides at one-half (1/2) of the outlet sewer vertical diameter dimension. (Ord. 2015-03-02, 3-11-2015)