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§ 153.188 WASTEWATER PUMP STATIONS.
   (A)   All wastewater pump stations shall be prefabricated custom series pump stations. All wastewater pump stations shall be supplied with standby power generators.
   (B)   The factory-built, completely buried underground station shall consist of a welded steel chamber with a welded steel entrance tube with access ladder, for installation adjoining the wet well. Basic equipment includes duplex wastewater non-clog pumps, with valves, internal piping, central control panel, starters, level controls, and internal wiring.
   (C)   Auxiliary equipment in the stations shall include a ventilating blower, a heater with thermostat, lighting, sump pump and piping, dehumidifier, an alarm light and horn, pump time running meters, a high water alarm sensor, an automatic telephone dialer, a solid state level controller and backup level controller, valving necessary to hook up portable pumping equipment, and other such features as the village’s ordinances may require.
   (D)   Subdivider shall verify power availability at the site proposed for the pump station. Any costs required to bring adequate power to a pump station site shall be borne by the subdivider.
   (E)   All design calculations must be submitted to the Village Engineer for review.
   (F)   All construction shop drawings must be submitted to the Village Engineer for review. Operation and maintenance manuals shall be provided for all equipment and materials provided for the pump stations.
(Ord. 97-7, passed 7-1-1997, § 5.18)
§ 153.189 CONSTRUCTION.
   All construction shall be in accordance with §§ 153.140 through 153.159 and 153.185 through 153.190, the IEPA regulations, and the following additional requirements:
   (A)   All gravity sewer pipe shall be laid to conform to the prescribed line and grade shown on the drawings by using a laser. The subdivider shall constantly check line and grade of the laser beam and the pipe, and in the event they do not meet the elevations and grades shown on the drawings, the subdivider shall stop the work and notify the developer’s engineer, remedy the cause, and re-lay any pipe installed at improper grade or elevations. Minimum cover shall be four feet from finished grade to the top of the pipe for gravity sewers or forcemain. Special structural protection shall be provided for cases where there is less than minimum cover.
   (B)   Laying of pipe shall be accomplished to line and grade in the trench only after it has been dewatered and the foundation and/or bedding has been prepared. Mud, silt, gravel, and other foreign material shall be kept out of the pipe and off the jointing surfaces. Dewatering sufficient to maintain the water level at or below the surface of trench bottom or base of the bedding course, shall be accomplished prior to pipe laying and jointing, if not prior to excavation and placing of the bedding. The dewatering operation, however accomplished, shall be carried out so that it does not destroy or weaken the strength of the soil under or alongside the trench. The normal water table shall be restored to its natural level in such a manner as to not disturb the pipe and its foundation.
   (C)   All pipe laid shall be retained in position so as to maintain alignment and joint closure until sufficient backfill has been completed to adequately hold the pipe in place. The pipe shall be laid up grade from point of connection on the existing pipe or from a designated starting point. The pipe shall be installed with the “female” end upgrade, unless authorized otherwise. When pipe laying is not in progress, the forward end of the pipe shall be kept tightly closed with a temporary plug.
   (D)   Pipe bedding shall be placed so that the entire length of the pipe will have full bearing.
   (E)   Plugs for pipe branches, stubs, or other open ends which are not to be immediately connected shall be made of an authorized material and shall be secured in place with a joint comparable to the main line joint. Stoppers may be of an integrally cast breakout design.
   (F)   No existing pipe shall be connected to a new pipe unless specifically authorized in each instance by the Village Engineer. Storm drains and drain tiles shall not be connected to a wastewater sewer.
   (G)   The subdivider shall install service sewers (laterals) where and as shown on the drawings. Excavation, backfill, restoration of surfaces, and the laying of service sewers (laterals) shall be the same as for the mainline gravity sewers. The subdivider shall connect the service sewers (laterals) to the mainline gravity sewer by either a service riser and service wye, only a service wye, or at a manhole stub. If required, the subdivider shall also make the four-inch diameter building sewer connections to the six-inch diameter service sewers (laterals).
   (H)   Existing sewers severed during any excavation shall be repaired by replacing them with ductile-iron pipe of the same inside diameter. The ends of the ductile-iron pipe shall be joined to the existing pipe on each side of the trench by the method illustrated on the drawings.
   (I)   Pipes shall be jointed as recommended by the pipe manufacturer. Dissimilar pipes shall be jointed with suitable adapter couplings and concrete encasement, unless otherwise authorized by the developer’s engineer.
   (J)   (1)   Where the depth of the sewer invert is greater than seven feet below the surface of the ground, a service riser shall be constructed to an elevation of seven feet below the ground elevation. In some locations, seven feet of depth may be too shallow to serve basements. As other locations wyes may have to be installed so that the spur is at right angles to the vertical plane through the centerline of the sewer.
      (2)   The subdivider shall be responsible for closely checking the basement elevations along with the distance from the new mainline sewer to the building to be served and shall install the spur of the wye, or the top of the riser, or the end of the lateral (whichever applies) at a low enough elevation to permit the six-inch diameter service sewer to be installed at a one-eighth of an inch per foot grade and still have the flowline of the upstream end of the building sewer at least one foot below the basement elevation. In no case shall the top of the riser be less than seven feet below the ground surface.
      (3)   The service riser shall be constructed with a six-inch wye placed to receive the six-inch riser or lateral. The riser pipe shall extend to the elevation as hereinabove determined. The wye, or wye and riser combination, shall be installed and bedded as shown on the drawings.
      (4)   Six-inch laterals shall be constructed from the tee branch and riser to five feet beyond the property line of the lot to be served, or to the location shown on the drawings, and shall terminate with a manufactured temporary plug. In many cases these laterals will have to be constructed across streets, alleys, sidewalks, and easements to reach the property line.
      (5)   Prior to backfilling, the subdivider shall place a two-inch by two-inch stake at the end of the riser or lateral, perpendicular to the horizontal plane through the center line of the pipe and extending at least 18 inches above the top of the pipe. Care shall be taken while backfilling to insure the stake remains vertical. The purpose of said stake is to serve breakage of the pipe during house hook-ups. After backfilling, a second two-inch by two-inch stake having a minimum length of 18 inches shall be driven into the ground surface at the end of the riser or lateral as a visual indicator of the location of the service. The stake shall extend six inches above the ground surface and shall be painted with orange and red fluorescent paint.
   (K)   Whenever shown on the drawings, the subdivider shall connect service sewers and risers (six-inch diameter) to the new mainline sewers by core drilling a six-inch diameter hole in the pipe wall, installing a cast iron tee saddle on the sanitary sewer and connecting the service sewer to the tee. Care must be taken in ordering tee saddles so they are compatible with both the mainline sewer pipe type and the brand of service sewer pipe being used.
   (L)   (1)   The base section shall be placed on a compacted granular bedding not less than six inches thick and extending to the limits of the excavation. The bedding shall be smooth and level to assure uniform contact and support of the manhole base. The manhole base and fillet may be cast monolithically with the bottom barrel section of the manhole.
      (2)   All lift holes shall be completely filled with non-shrink grout and the exterior coated with a layer of waterproofing paint prior to backfilling. All void spaces on the inside and outside of manhole joints shall be filled with non-shrink grout.
      (3)   For manhole joints that will be subject to a constant hydrostatic pressure, an external rubber seal with metal bands shall be placed around the joints in the barrel section.
      (4)   Blockouts (within the manholes at the fillets) used to install the rubber pipe gaskets shall be filled with concrete to the centerline of the influent and/or effluent piping.
      (5)   After all sewers have been connected to the manhole, a concrete fillet shall be constructed in the bottom of the manhole as shown in the details on the drawings. Placement of the fillets shall be prior to placement of the manhole flat tops and/or frames and grates.
      (6)   Castings placed on concrete or masonry surfaces shall be set in full mortar beds. Castings shall be set accurately to the finished elevation so that no subsequent adjustment will be necessary.
      (7)   Manholes shall be famished with a one-half-inch diameter pipe nipple ten inches long with a cap extending through the manhole wall and located at the top of the sewer pipe or by an alternative method authorized by the Village Engineer to assist in determining the level of the ambient water table.
(Ord. 97-7, passed 7-1-1997, § 5.18)
§ 153.190 TESTING.
   (A)   All wastewater sewers shall be tested for leakage using the infiltration test if the watertable is 24 inches or higher above the crown of the pipe, and the exfiltration by water test will be used if the water table is less than 24 inches above the crown of the pipe. If authorized by the developer’s engineer, pressure air testing of the sewers may be used only if conditions do not permit testing by infiltration or exfiltration by water. PVC sewer pipe shall also be tested for deflection.
   (B)   All sewers shall be lamped, and shall shown at least three-fourths of the cross-sectional area of the pipe between adjacent manholes. All sewers not passing the lamping test shall be considered unsatisfactory and shall be repaired by the subdivider.
   (C)   Any sewer not passing the tests required in divisions (A) and (B) above shall be deemed unacceptable and shall be properly repaired by the subdivider and retested until such time as the sewer passes these required tests.
   (D)   The maximum section to be tested shall be between adjacent manholes. The developer’s engineer shall determine what the testing section lengths shall be. The subdivider will be advised of the results of all tests performed as a guide to her or his operation.
   (E)   The subdivider shall flush all sewers with water sufficient in volume to obtain free flow through each line. Flushing water and debris shall not enter any pump station wet well. Water will be pumped from the sewer system during flushing to a discharge location authorized by the developer’s engineer. A visual inspection shall be made and all obstructions removed and defects corrected. The subdivider shall cooperate with the Village Engineer in the performance of leakage and exfiltration tests on all sections of sewer after backfilling. The subdivider shall supply all materials, equipment, and labor necessary to complete the testing requirements. The subdivider is also responsible for the disposal of flow from the pipe, or trench upstream from the pipe, or trench upstream from the section being tested, for a period of not more than eight hours for each test performed. Tests will be performed in such manner and at such times as to cause the least possible hindrance to the progress of work.
   (F)   (1)   Infiltration method. The section of sewer to be tested shall have been backfilled and a check made to insure the water level in the trench is a minimum of 24 inches over the crown of the sewer pipe. Infiltration flow shall be measured by a 90- degree V-notch weir with free fall discharge or other means acceptable to the Village Engineer. Infiltration leakage shall not exceed 200 gallons per inch of pipe diameter per mile per day of sewer pipe, including manholes in the test section.
      (2)   Exfiltration method. The section of sewer to be tested shall be sealed by inserting inflatable rubber bags in the pipes or by other means, and then water shall be introduced into a manhole until the section is completely filled. The subdivider shall fill the pipe to the test level eight hours prior to the time of exfiltration testing to permit normal absorption into the pipe walls. Throughout the test period of at least one hour, the water level in the upper manhole shall be maintained at least 24 inches above the crown at the upper end of the pipe or at least 24 inches above the groundwater table, whichever is higher. The length of pipe tested shall be limited so that the pressure on the centerline of the lower end of the section tested shall not exceed six feet of water column. Exfiltration leakage shall not exceed 240 gallons per inch of pipe diameter per mile per day of sewer pipe, including manholes in the test section.
      (3)   Air testing. Air testing shall be done in accordance with ASTM Standard C-828, Recommended Practice for Low-Pressure Air Test of Vitrified Clay Pipe Sewer Lines (four to 12 inches).
      (4)   Deflection testing. Following their construction, all PVC wastewater sewers shall be tested for deflection per the requirements of §§ 31-1.1 IB (4) and 31.11C (4) of the State Standard Specifications for Water and Sewer Main Construction.
   (G)   Prior to putting any service connection from a house or other user to a mainline sewer into use, the subdivider’s engineer shall file a certificate with the village stating that the required improvements were constructed in accordance with the approved engineering drawings and specifications. Such certificate shall include the following:
      (1)   The elevation of the groundwater line and the elevations of the upper and lower pipe inverts for each portion tested;
      (2)   The infiltration, exfiltration, or one pound air pressure drop rates of each portion tested and the allowable rates based upon the test method utilized;
      (3)   A statement that all reaches between manholes have passed the required leakage tests;
      (4)   A statement that all reaches between manholes have passed all deflection tests and a compilation of deflection test results (if applicable);
      (5)   A statement that all reaches between manholes have passed all lamping tests and that all reaches are clean and straight and free of all obstructions or debris; and
      (6)   A statement that all reaches between manholes have been constructed to within 5% of the design gradient.
(Ord. 97-7, passed 7-1-1997, § 5.18)
STORM DRAINAGE SYSTEM
§ 153.205 GENERAL.
   (A)   This subchapter establishes the stormwater management policies for future control of stormwater runoff. A combination of temporary storage and the controlled release of stormwater runoff shall generally be required for all new commercial and industrial developments, residential subdivisions, planned unit developments, and any redevelopment or other new construction.
   (B)   Any area proposed for development, consisting of a tract of land three or more acres in common ownership or interest and upon which phased development is proposed, shall be required to provide a combination of storage and controlled release of stormwater runoff for future development of the entire tract.
   (C)   Where phased development is proposed, the developer may construct, after receiving site specific approval from the Board of Trustees, one stormwater detention facility which is built larger than initially needed in order to anticipate subsequent phases of development and/or is designed to be enlarged at later dates as additional portions of the overall site are developed. Phased construction shall include implementation of sufficient and enforceable covenants upon the land to properly document the phased implementation.
   (D)   Where a subdivision plat or a planned unit development involves new lots which are more than three acres in size that are zoned for commercial or industrial, the developer may provide for storage and controlled release of stormwater runoff for the developed lots by sufficient and enforceable covenant upon the individual lots. The covenant shall require construction of on-site stormwater detention facilities upon each lot at the time of subsequent development of that lot.
   (E)   The Rational Method, USDA Soil Conservation Service (SCS) TR-55 Method, Mannings equation, or other similar recognized methods may be used to size the drainage components for any development.
   (F)   Illinois State Water Survey Contract Report 2019-05 Update Bulletin 70 (or other available data acceptable to the Village Engineer) shall be utilized to determine design precipitation.
   (G)   All design calculations must be submitted to the Village Engineer for review.
(Ord. 97-7, passed 7-1-1997, § 5.19)
§ 153.206 DRAINAGE SYSTEM COMPONENTS.
   (A)   All subdivisions shall be provided with inlets and underground drainage facilities having a design capacity adequate to carry off surface water falling or coming on the streets and developed areas in a five- year return period storm event under the projected final state of development of the entire upstream watershed.
   (B)   Minor drainage system components shall consist of storm sewers, street gutters, small open channels, and swales designed to store and convey the peak rate of runoff from the five-year return period precipitation event of critical duration.
   (C)   Major drainage components, such as open ditches and large surface swales draining 40 acres or more in area, shall be designed to store and convey stormwater flows beyond the capacity of the minor drainage components. They shall be designed to convey the peak rate of runoff from the 100-year return period precipitation event. No buildings or structures shall be constructed within these open ditches or large surface swales; however, streets, parking lots, playgrounds, park areas, pedestrian walkways, open green space, and utility and sewer easements may be considered compatible uses.
(Ord. 97-7, passed 7-1-1997, § 5.19)
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