Before a final plat of subdivision is approved by the Village Council, the owner or subdivider shall submit to the Village Engineer completed plans and specifications, prepared by a registered engineer, covering the improvements and utilities described in the subdivider’s plat, and the Village Engineer shall certify in writing to the Village Council that the improvements and utilities meet the minimum requirements of the village, county, state and other authorities having jurisdiction, and comply with the following:
(A) Standards and specifications of design for required land improvements. Design, dimensions, materials and methods of construction of improvements shall conform to the following general requirements:
(1) All storm sewers shall be designed by the rational method on the basis of a minimum ten-year storm frequency and shall be sized to adequately carry all tributary areas. Copies of the design computations, together with a drawing defining each drainage area, shall be submitted to the village;
(2) Sewer mains shall be designed according to the latest edition of the Standard Specifications for Water and Sewer Main Construction in Illinois or according to the Illinois Environmental Protection Agency’s “Recommended Standards for Sewage Works”. The more stringent requirements of either shall apply;
(3) All street pavements within the village shall be constructed in accordance with the following:
(a) Standard Specifications for Road and Bridge Construction, State of Illinois, Department of Transportation, Current Edition;
(b) The current edition of the Illinois Department of Transportation’s Design Manual; and
(c) In no case shall design thicknesses and materials be less than those specified in division (F) below.
(4) All concrete used in roadway and sidewalks shall be Portland Cement Concrete and shall be proportioned according to the applicable sections of the State Specifications and shall be designed for a minimum 28-day compressive strength of 3,500 psi.
(a) Air entrainment shall be 4% through 7% and slump between two and four inches; and
(b) Concrete pavement shall be constructed on a minimum four-inch crushed aggregate sub-base having a gradation of CA-7.
(B) Sanitary sewerage system.
(1) Subdivision or lot divisions containing no lots less than one acre in area and located in the unincorporated areas within one and one-half miles of the corporate limits of the village may be served with individual sewage-disposal systems, except that individual sewage disposal systems shall be permitted in subdivisions annexed to the village after the effective date of this chapter only after the Village Council shall find that connection with a public or community system is not practicable, or there is an agreement between the subdivider and the village and a guarantee by the subdivider that all lots in the subdivision will be served with a public or community sewerage system within a specified period of time.
(2) Except as otherwise provided herein, no residential, commercial or industrial subdivision or development shall be approved unless it is served by sanitary sewers connected to the village’s sewer system.
(3) In the case of any structures, whether residential, commercial or industrial constructed prior to the adoption of this chapter and served by a septic system, the following shall apply:
(a) As soon as a public sanitary sewer main is contiguous to and available to service a structure or a septic system, the owner or owners must properly abandon the septic system and connect to the village’s public sanitary sewer system within one year; and
(b) All sanitary sewers which are installed in the public ways or in easements shall be deemed to be dedicated to the village upon the acceptance of the public improvements within the subdivision by the village.
(4) Sewer mains shall be of adequate size and shall serve the entire development.
(a) Sewer mains shall be designed according to the latest edition of the Standard Specifications for Water and Sewer Main Construction in Illinois or according to the Illinois Environmental Protection Agency’s “Recommended Standards for Sewage Works”. The more stringent requirements of either shall apply.
(b) Before commencing the sewer layout, the developer shall confer with the village to determine the required size and grades for any trunk sewers traversing the subdivision.
(c) All sanitary sewers shall be constructed in accordance with the provisions of the latest edition of the Standard Specifications for Water and Sewer Main Construction in Illinois, as modified and/or more specifically defined in these paragraphs and sections. In case of conflict, the provisions of the following paragraphs shall apply.
(d) All materials to be made in the United States of America.
(5) Installation:
(a) The mains shall, in general, be installed in the street right-of-way or in an easement adjacent thereto. In no case shall mains be installed within ten feet of a building; and
(b) Sanitary sewers shall be extended to the edge of the development along public rights-of-way and at other points indicated by the Village Engineer.
(6) The minimum size of mains shall be eight inches, internal diameter.
(7) Sanitary sewer service laterals of a minimum of six-inch internal diameter shall be provided for each lot, parcel or tract prior to the construction of street pavements. Services shall extend to the property line.
(a) Service connection shall consist of a one-eighth sewer pipe bend set in, the bell of the main wye or tee and the necessary lengths of the pipe with the terminus plugged.
(b) Service sewers shall have a minimum cover of 30 inches on private property and 48 inches in public rights-of-way. In all cases where sewer services are within ten feet of water mains or water services, the sewer service must be 18 inches lower than the water line.
(c) Two or more structures are not permitted to use a joint building service sewer.
(d) A minimum velocity of two feet/sec shall be maintained.
(e) A clean-out (inspection port) shall be installed in the sewer service line, located within the property, one foot from the right-of-way line and flush with the existing or proposed grade. Materials used for the clean-out shall be approved by the Water and Sewer Department and Village Engineer before installation.
(8) Sewer alignment: alignment shall be straight between manholes and follow the layout of the streets.
(9) Manholes shall be installed not more than 400 feet apart for sewers less than 18 inches in diameter or less and 500 feet for sewers 18 inches or more.
(a) Manhole diameter. Manhole diameter shall be four feet for sewer diameter of 21 inches and smaller, and five feet for sewer diameter of 24 inches and larger.
(b) Inspection manholes. An inspection manhole having a minimum diameter of 48 inches is required for all commercial and industrial buildings.
1. The manhole shall be constructed on the building service sewer before it connects to the sewer main and, preferably, shall not be closer than five feet from the building.
2. There shall be no flow into the inspection manhole except the flow from the building for which the inspection manhole is intended.
(10) If a lift station is part of the engineering design, it shall be shown in the plan elevation, and the specifications for the lift station shall be submitted with engineering plans.
(a) Lift stations shall be of the wet well type with submersible pumps and shall conform in all respect to the standards established by the State of Illinois Environmental Protection Agency and the village.
(b) A trailer-mounted, engine-driven sewage pump of adequate capacity shall be given to the village for use during power outages.
(c) An alarm shall be installed to the village master panel in the event of failure at the lift station.
(d) Lift stations and force mains are not desirable nor recommended and shall be used to only after all other means have been exhausted.
(11) Sewer pipe and fittings shall be either extra-strength vitrified clay pipe (ASTM Spec. C700) with flexible compression joints (ASTM C-425) or semi-rigid composite pipe (truss pipe) (ASTM Spec. D-2680) with solvent weld or gasketed joints, or PVC sewer pipe, DR-35, meeting the requirements of ASTM Spec. D3034 and ASTM Spec. F-679. Joints shall be flexible elastomeric seals per ASTM Spec. D3212.
(12) Manholes shall be pre-cast concrete and in accordance with the appropriate provisions of § 32 of the referenced Standard Specifications for Water and Sewer Main Construction in Illinois. Frames and closed lids in roadways shall be Illinois Department of Transportation designation “TYPE 1 FRAME AND CLOSED LID.”
(13) Where sanitary sewer mains of larger capacity than required to serve only the subdivision as delineated in the preliminary plat is required by the Village Council to serve future growth in the vicinity of the subdivision, the subdivider shall pay for only his or her portion (based on ordinance requirements for his or her subdivision) of the total cost of installation, balance to be borne by the village. The village will pay the difference in cost between the size required for the subdivision and the larger size required by the Village Council, pursuant to an agreement entered into between the subdivider and the village.
(C) Stormwater drainage system.
(1) General. An adequate system of storm water drainage shall be constructed and installed consisting of pipes, tiles, manholes, inlets and other necessary facilities that will adequately drain the development and protect roadway pavements and will prevent the accumulation of storm water at any place under normal conditions.
(a) Any existing drain tiles encountered during construction must be left undisturbed or shall be attached to the proposed storm drainage system at locations indicated by the Village Inspector.
(b) Drain tile located under roadways shall be replaced with concrete tile.
(2) Design. The following shall govern the design of any improvement with respect to the drainage and detention of storm water runoff.
(a) Layout. Subdivision shall be designed in such a manner as to preserve and utilize natural streams, channels and detention basins.
(b) Stormwater release rate. The allowable release rate of storm water for a 100-year storm from developments shall not exceed historic/pre-development discharge rates for a ten-year storm or the capacity of the receiving stream or drainage system, whichever is less.
(c) Stormwater storage. Excess runoff from a 100-year/24-hour storm with an SCS Type II distribution shall be stored on site within appropriately designed detention facilities such that the allowable release rate is not exceeded and there is no ponding in streets or on buildable lot areas, except parking lots.
(d) Bypass flow. Drainage systems shall have adequate capacity to pass through the development the runoff from all upstream areas for a ten-year storm.
(e) Backyard swales. Backyard swales are permitted in residential areas subject to the following regulations:
1. Maximum and minimum slopes and general design criteria of the Federal Housing Administration’s Minimum Property Requirements shall be acceptable except as herein modified.
2. No continuous swale shall have a length exceeding 300 feet before discharging into a storm sewer system.
3. Minimum grade of the flowline shall be 0.5%.
4. A site grading plat showing proposed finished yard elevations shall be submitted with the final plat and improvement construction drawings.
(f) Storm sewer outfalls. Storm sewer outfalls shall be so designed such that when the receiving stream or drainage system is at full capacity, the storm sewer will continue to discharge at its design flow rate.
(g) Crown of street pavements. The crown of street pavements hereafter built adjoining or near streams, floodwater runoff channels or basins shall be not lower than the established high-water elevation plus two feet in the case of major streets, and plus one foot in the case of other streets.
(h) Waterway openings of bridges and culverts. Waterway openings of bridges and culverts hereafter built over streams of flood water runoff channels shall be designed with a waterway opening large enough to handle the flow from a 100-year frequency storm. Any outfall storm sewer drains into an existing open ditch or natural water course shall have reinforced concrete headwall and a concrete apron at least ten feet in radius from the center point of the outfall.
(3) Drainage plan. A comprehensive drainage plan must be submitted to the Village Engineer which incorporates the aforementioned rules and shall be accompanied by maps or other descriptive material showing the following:
(a) The extent and area of each watershed tributary to the drainage channels in the subdivision;
(b) The street storm sewers and other storm drains to be built, the basis of their design, the outfall and outlet locations and elevations, the receiving stream or channel and its high-water elevation, and the functioning of the drains during high-water elevations;
(c) Existing streams and flood water runoff channels to be maintained and new channels to be constructed, their location, cross sections and profiles;
(d) Existing culverts and bridges, drainage areas, elevation and adequacy of waterway openings, new culverts and bridges to be built, their materials, elevations, waterway openings and basis of design; and
(e) Existing detention ponds and basins to be maintained, enlarged or otherwise altered and new ponds or basins to be built with dams and their design.
(4) Construction requirements for detention ponds.
(a) Detention ponds containing permanent water.
1. Detention reservoirs containing permanent lakes must have a water area of at least one-half acre and a minimum depth of ten feet over at least 25% of the total area. The remaining lake area must have an average depth of at least three feet and should have no extensive shallow areas.
2. In excavated lakes, the underwater side slopes in the lakes must be stable. In the case of valley storage, natural slopes may be considered to be stable.
3. A safety ledge four to six feet in width is required and must be installed in all lakes approximately 36 inches below the, permanent water level.
a. In addition, a ledge 12 to 18 inches above the permanent water line must be provided.
b. The slope between the two ledges must be stable and of a material which will prevent erosion due to wave action such as stone or rip-rap.
4. The reservoir must be designed to provide for the easy removal of sediment which will accumulate in the lake during periods of reservoir operations.
5. Dikes shall be a minimum of four feet wide with 3:1 side slopes or flatter. The top of the dike must be a minimum of one foot above the peak stage for a 100-year storm. An emergency spillway shall be provided for storm runoff volume in excess of a 100-year/24-hour storm.
(b) Dry detention ponds. The dry detention ponds must be designed to serve multi-purposed functions. Recreational facilities, aesthetic qualities and the like, as well as flood water storage must be considered in planning the reservoir.
(c) Other detention storage.
1. Underground storage. All or a portion of the detention storage may be provided in underground or surface detention facilities to include basins, tanks, swales or oversized storm sewers.
2. Parking lot storage. Paved parking lots may be designed to provide temporary detention storage of stormwater on all or a portion of their surfaces.
a. Outlets shall be designed so as to slowly empty the stored waters and depths of storage must be limited to a maximum of nine inches.
b. Inlets shall be located in driving aisles whenever possible.
(d) Safety features. Design of detention storage facilities shall incorporate safety features, particularly at outlets, on steep slopes, and at any attractive nuisances to include, as necessary, fencing, hand rails, lighting, steps, grills, signs and other protective or warning devices to restrict access during critical periods and to afford some measure of safety to both authorized and unauthorized persons.
1. Safety screens must be provided for any pipe or opening to prevent children or large animals from crawling into the structures. A maximum opening of six inches is required.
2. Danger signs must be mounted at appropriate locations to warn of deep water, possible flood conditions during storm periods and other dangers that exist. Fencing may be required if deemed necessary by the Village Engineer.
3. All slopes and the bottom of dry detention ponds are to be sodded. All other areas are to be seeded.
(e) Responsibility of maintenance of detention ponds. The responsibility for maintenance during construction and thereafter shall be the responsibility of the developer/owner.
1. Maintenance shall consist of, but shall not be limited to, the clean up of accumulated debris, flotsam or other materials and also the control of the growth of obnoxious weeds or the creation of conditions which support the growth of mosquitos or other insects.
2. Maintenance shall also consist of proper repairs to such items as inlet structures, outlet structures, side slopes or other elements of the facility.
(5) Stormwater storage basins. The village shall maintain a complete listing of all storage basins for the storage and detention of storm water in the village, whether required under this chapter or otherwise, and may require each basin to be inspected periodically.
(a) The inspection shall be performed at the owner’s expense within 90 days and shall be performed by an engineer registered in the State of Illinois.
(b) A report shall be submitted to the Village Engineer, including supporting calculations, stipulating the existing capacity of the storage basins.
(c) The Village Engineer may serve notice upon the record owner thereof to restore, repair or properly maintain any such basin which does not retain its original storage capacity.
(d) In the event the notice has not been complied with on or before 90 days after service thereof (unless the time period shall be extended by the Mayor and Village Council), the village may perform the restoration, repair or maintenance work as may be necessary to return the stormwater storage basin to its original storage capacity; and the cost thereof shall be a lien in favor of the village upon the lots, tracts or parcels benefitted by the storm water storage basin and the village may file with the Recorder of Deeds of Grundy County, Illinois, a notice of lien citing this division describing the necessary work performed and the reasonable cost thereof to the village. The lien may be foreclosed pursuant to the Illinois Compiled Statutes. The owner of the stormwater storage basin may also be fined as set forth in this chapter.
(e) These regulations shall apply to all storm water storage basins existing on the date of the adoption of this chapter, as well as all future storm water storage basins.
(6) Storm sewers. Storm sewers shall be constructed throughout the entire subdivision to carry off water from all inlets and catch basins and shall be connected to an adequate outfall.
(a) Design.
1. The storm sewer system shall be separate and independent of the sanitary sewer system.
2. All storm sewers shall be designed by the rational method on the basis of a minimum ten-year storm frequency and shall be sized to adequately carry all tributary areas. Copies of the design computations, together with a drawing defining each drainage area, shall be submitted to the Village Engineer.
(b) Velocity. Minimum velocity shall be three feet per second and maximum velocity shall be ten feet per second for all storm sewer installation.
(c) Spacing for surface collectors. Maximum spacing for surface collectors shall be 400 feet or as directed by the Village Engineer.
(d) Inlets. Inlets shall be provided at all low areas and shall be provided so that surface water is not carried across or around any intersection of streets.
(e) Allowable materials for storm sewers.
1. Pipe materials shall be concrete pipe or reinforced concrete pipe.
2. Other materials for storm sewer construction may be used in special cases only upon approval by the Village Engineer.
3. All materials to be made in the United States of America. The minimum size for all storm sewers shall be 12 inches.
(7) Storm sewer structures.
(a) Manholes.
1. Location. Manholes are utilized to provide access to continuous underground storm sewers for the purpose of inspection and clean-out and to permit a change in direction, grade and size of sewer: typical locations where manholes should be specified are:
a. Where two or more storm sewers converge;
b. At intermediate points along tangent sections;
c. Where pipe size changes;
d. Where an abrupt change in alignment occurs;
e. Where an abrupt change of the grade occurs; and
f. Manholes should not be located in traffic lanes; however, when it is impossible to avoid locating manholes in a traffic lane, care should be taken to ensure it is not in the normal vehicle path.
2. Spacing. The spacing of manholes should be in accordance with the following:
Sizes of Pipe (Inches) | Maximum Distance (Feet) |
12 to 24 | 400 |
27 to 54 | 600 |
60 and up | 1,000 |
3. Types. A manhole, type A (Highway Standard 1527) with appropriate frame and lid should be provided for the following sewer sizes when the depth exceeds four feet.
a. When the sewer pipe diameter is 18 inches or less, a four-foot diameter manhole should be provided.
b. When the sewer pipe diameter is 21 inches to 42 inches inclusive, a five-foot diameter manhole should be provided.
c. When the sewer pipe diameter is 48 inches or larger, a six-foot diameter manhole (Standard 2395) or a reinforced concrete pipe tee (Standard 2263) or a special design manhole should be provided.
4. Hydraulic losses. The following criteria should be used to estimate hydraulic losses in storm sewer manholes.
a. Allow a drop of one- tenths foot in a through manhole where there is no change in the diameter of the sewer pipe.
b. Allow a drop of two- tenths foot in the presence of one lateral or bend.
c. Allow a drop of three- tenths foot when two laterals are present.
d. In a through manhole where there is a change in the diameter of the sewer pipe, no loss should be allowed if eight-tenths foot depth in each sewer pipe is attained by lowering the larger pipe.
5. Pipe connections. The pipe tee and wye connections are permitted for connecting lateral lines from pavement inlets to main storm sewer lines provided the following conditions are met:
a. Manholes are provided at the required intervals;
b. The minimum lateral size is 12 inches or larger; and
c. Pre-cast connections are required unless designer verifies that the structural and hydraulic integrity of mainline sewer is not affected by field connection.
6. Junction chambers. The junction of small sewers is made in manholes. On occasion, junction chambers of special design are required to joint two or more converging large size storm sewers. In design, a smooth transition is essential to prevent turbulence in flow which would cause eddies and deposition of solids. Normally, junction chambers should not be utilized when the trunk sewer is less than 42 inches in diameter.
(b) Inlets/catch basins.
1. Catch basins are drainage structures utilized to collect surface water through grate or curb openings and convey it to storm sewers or direct outlet to culverts and ditches. Grate inlets should be provided with appropriate frames and grates as provided in § B of the Highway Standards. A Catch Basin Type C should be utilized when the sewer pipe diameter is 15 inches or less and the depth of pipe is not more than 4 feet. For larger diameter pipes or where there is both an incoming and outgoing pipe in the inlet, a larger diameter inlet structure, such as Inlet Type B (Standard 2349) or a three-foot, four-foot and five-foot diameter catch basin or manhole should be specified. When such a structure is used in a shallow pipe situation, a pre-cast reinforced concrete flat slab top, shown on Standard 2354, should be used in lieu of the standard conically tapered top.
2. Catch basins used for the drainage of roadway surfaces shall be combination catch basins. These catch basins consist of both a curb opening and a grate inlet acting as a unit.
(D) Water supply system.
(1) General.
(a) No residential, commercial or industrial subdivision, or P.U.D. shall be approved unless it is served by the village’s water supply system.
(b) In the case of any structures, whether residential, commercial or industrial, constructed prior to the adoption of this chapter and served by a private well system, the following shall apply:
1. As soon as a village water main is contiguous to and available to serve a structure or an area on a private well system, the owner must properly abandon the private well system and connect to the village’s public water supply system within one year of the availability of the public water supply system.
2. All water supply systems which are installed in the public ways or easements shall be deemed to be dedicated to the village upon acceptance of the subdivision.
(c) Consideration shall be given to water reclamation and reuse in commercial and industrial tracts for the purpose of conservation and relief of demands on existing residential supply.
(d) Evidence shall be presented by the subdivider that the local utilities can satisfactorily serve the area by the utility easements shown.
(e) There shall be no physical connection between a potable and a non-potable water supply.
(2) Design. Water distribution mains shall be of adequate size and shall serve the entire development.
(a) Design. Water mains shall be designed according to the Standard Specifications for Water and Sewer Main Construction in Illinois or according to the “Recommended Standard for Water Works,” adopted by the Great Lakes Mississippi River Board of State Public Health and Environmental Managers. The more stringent requirements of either shall apply.
(b) Installation.
1. The mains shall, in general, be installed in the street right-of-way, but in no case shall mains be installed within 15 feet of a building.
2. All water mains shall be installed with a minimum depth of cover of four and one-half feet, measured from final grade to the top of the pipe.
3. Mains shall be extended to the property line of the development along public rights-of-way and at any other location indicated by the Village Engineer.
4. All excavation, backfilling, restoration of surfaces, and all related work shall be completed in accordance with this chapter.
(c) Size. The minimum size shall be six inches, internal diameter, in residential areas and eight inches, internal diameter, in all other areas.
(d) Gridiron or looping of mains.
1. Each six-inch water main shall be looped (except cul-de-sacs or stubbed streets, unless deemed necessary by the Village Engineer) so that runs between connections to six-inch or larger size mains shall not be greater than 1,200 feet.
2. Each eight-inch water main shall be looped so that runs between connections to mains eight inches or larger shall not be greater than 1,400 feet in a commercial area or 1,800 feet in residential areas.
3. Each ten-inch water main shall be looped so that runs between connections to mains ten inches or larger shall not be greater than 2,200 feet.
4. Each 12-inch and larger water main shall be looped so that runs between connections to mains 12 inches or larger shall not be greater than 3,000 feet.
(e) Valves. Valves shall be located on water mains in such a manner to effectively isolate the sections from the system with minimum disruption.
1. Valves shall be installed so that not over 900 feet of main will be shut off at any given time.
2. If a tee is installed, two valves shall be used.
3. The design engineer shall, by diagrams and/or written reports, set forth his or her basis for location of water main valves.
4. No more than 30 single-family dwelling units shall be without water with the shutting off of any three valve locations.
(f) Valve boxes. Valve boxes shall be used on all main valves and auxiliary valves.
1. Valve boxes shall have a base compatible with the size and type of valve to be operated and shall extend to finished grade ground level.
2. Valve box covers shall be marked “WATER”.
(g) Thrust blocks. Thrust blocks and retainer glands are required at all valves, hydrants, tees and bends. Retainer glands must be “Mega-Lug” brand or approved equal. All retainer glands shall have one retainer bolt per flange bolt.
1. Engineering drawings shall indicate the location of each thrust block and retainer gland to be installed.
2. Where undisturbed earth is not available or not likely to be available to back up pressure-type thrust blocks, the Village Engineer shall specify tie rods with or without anchor-type concrete thrust blocks and retainer glands.
(3) Fire hydrants.
(a) Fire hydrants shall match the hydrants generally installed in the village’s water system and shall be furnished by a manufacturer considered standard by the village.
(b) Each hydrant shall be provided with a six-inch auxiliary gate valve.
1. Two and three-fourths-inch threaded steel rods with hex nuts shall be installed to tie the auxiliary gate valve to the water main and connecting tee.
2. Auxiliary valves shall be provided with valve boxes having covers marked “WATER”.
3. Location.
a. Fire hydrants shall be located no more than 400-foot intervals or as approved by the Gardner Fire Department and Village Council.
b. If the location or configuration of a commercial building requires it, then private fire hydrants shall be installed.
c. Locate hydrants for easy access by the Fire Department.
(4) Water services. The plans, except for residential developments with individual services for each unit, shall show the calculated static water pressure at the lowest and highest ground elevations on the site. Calculations shall be presented showing that the proposed water services are of a large enough size to supply an adequate flow of water at the outlet of the meter.
(5) Materials. Water system materials shall be as follows:
(a) Water main shall be either AWWA C-900 PVC, having a minimum DR of 18 or thickness Class 52, cement-lined ductile iron pipe meeting the requirements of ANSI A21.50 (AWWA C150). Both types of pipe shall have rubber ring gasket push-on joints;
(b) Water main fitting shall be cement-lined ductile iron with mechanical joints. Fittings shall be capable of withstanding the same system pressures as the adjacent pipe;
(c) Valves for the mains or for auxiliary fire hydrant valves shall be mechanical joint cast iron bodied, resilient seat gate valves, Mueller, Clow or equal, with non-rising stem and two rubber O-ring packing. Each valve shall be furnished with a cast iron road box with a cover marked “WATER”;
(d) Fire hydrants shall be Mueller Super Centurion approved hydrants with mechanical joints. All hydrants shall have a ground-level breakaway flange feature and safety stem coupling. Hydrants shall have six-inch inlet connections, five and one-quarter-inch compression-type main valve openings, 2 two-and-one-half-inch hose connections, and 1 four-and-one-half-inch pump nozzle, all with National Standard Threads;
(e) Water service pipe shall be Type K Soft Copper Tubing, with a minimum size of one inch diameter;
(f) Corporation cocks shall be Mueller Oriseal or equal, with a minimum size of one inch;
(g) Curb stops shall be Mueller Oriseal or equal, with a minimum size of one inch. Each stop shall be furnished with a cast iron Buffalo screw-type box with Minneapolis pattern base and cover marked “WATER”; and
(h) All materials must be made in the United States of America and approved by the Village of Gardner Water Department.
(E) Sewer and water main testing.
(1) Sewers. Testing and inspecting of sanitary sewers for acceptability shall be conducted by:
(a) Air pressure test;
(b) Deflection for flexible thermo-plastic pipe; and
(c) Television (providing video tape to village upon completion), inspection in accordance with the Standard Specifications for Water and Sewer Main Construction in Illinois.
(2) Water.
(a) Hydrostatic test. After the pipe has been laid and partly backfilled as specified below, all newly laid pipe or any valved sections of it shall, unless otherwise expressly specified, be subjected to a hydrostatic pressure of 100 pounds per square inch. Duration of each pressure test shall be for a period of not less than one hour for pipes with uncovered joints and not less than 24 hours for pipes which have been backfilled before tests are made.
1. Procedure for test. After all fittings, service connections and service pipe (to the Buffalo Box) is installed, each valved section of pipe shall be slowly filled with water and the specified test pressure shall be applied by means of a pump connected to the pipe in a satisfactory manner. The pump pipe connection and all necessary apparatus including gauges and meters shall be furnished by the contractor. Before applying the specified test pressure, all air shall be expelled from the pipe. To accomplish this, taps shall be made, if necessary, at points of highest elevation and afterwards tightly plugged. All exposed pipes, fittings, valves, hydrants and joints shall be carefully examined during the open trench test. All joints showing visible leaks shall be repaired until tight. Any cracked or defective pipes, fittings, valves or hydrants discovered in consequence of this pressure test shall be removed and replaced by the contractor with sound material and the test shall be repeated until satisfactory to the Village Engineer.
2. Permissible leakage.
a. Suitable means shall be provided by the contractor for determining the
quantity of water lost by leakage under the specified test pressure.
b. Allowable leakage shall be not greater than computed by the following table. (Allowable leakage is shown in gallons/hour 1,000 feet.)
Diameter of Pipe | Allowable Leakage | Diameter of Pipe | Allowable Leakage |
Diameter of Pipe | Allowable Leakage | Diameter of Pipe | Allowable Leakage |
2 inches | 0.30 | 18 inches | 2.70 |
3 inches | 0.45 | 20 inches | 3.00 |
4 inches | 0.60 | 24 inches | 3.60 |
6 inches | 0.90 | 30 inches | 4.50 |
8 inches | 1.20 | 36 inches | 5.40 |
10 inches | 1.50 | 42 inches | 6.31 |
12 inches | 1.80 | 48 inches | 7.21 |
14 inches | 2.10 | 54 inches | 8.10 |
16 inches | 2.40 | 60 inches | 9.00 |
c. LEAKAGE is defined as the quantity of water to be supplied in the newly laid pipe or any valved section of it necessary to maintain the specified leakage test pressure after the pipe has been filled with water and the air expelled.
d. Flanged pipe shall be “bottle tight”.
(b) Disinfection of water main.
1. Flushing. Sections of pipe to be disinfected shall first be flushed to remove any solids or contaminated material that may have become lodged in the pipe. If no hydrant is installed at the end of the main, then a tap should be provided large enough to develop a velocity of at least two and five-tenths feet per second in the main. One two and one-half inch hydrant opening will, under normal pressures, provide this velocity in pipe sizes up to and including 12 inches. All taps required by the contractor for chlorination or flushing purposes or for temporary or permanent release of air shall be provided by him or her as a part of the construction of water mains.
2. Requirement of chlorine. Before being placed into service, all new mains and repaired portions of, or extensions to existing mains shall be chlorinated so that a chlorine residual of not less than ten parts per million remains in the water after standing 24 hours in the pipe.
3. Form of applied chlorine. Chlorine shall be applied by one of the methods which follow subject to approval by the Village Engineer.
a. Liquid chlorine. A chlorine gas-water mixture shall be applied by means of a solution-feed chlorinating device, or the dry gas may be fed directly through proper devices for regulating the rate of flow and providing effective diffusion of the gas into the water within the pipe being treated. Chlorinating devices for feeding solutions of the chlorine gas, or the gas itself, must provide means for preventing the backflow of water into the chlorine.
b. Chlorine-bearing compounds in water. A mixture of water and high-test calcium hypochlorite (65-70% Cl) may be substituted for the chlorine gas water mixture. The dry powder shall first be mixed as a paste and then thinned to a 1% chlorine solution by adding water to give a total quantity of seven and five-tenths gallons of water per pound of dry powder. This solution shall be injected in one end of the section of main to be disinfected while filling the main with water in the amounts as shown in the table which follows.
Chlorine Requirements for 100-Foot Lengths of Various Sizes of Pipe | |||
Pipe Size Inches | Volume of 100-Foot Length Gallons | Amount Required to Give 25 ppm Cl | |
100% Chlorine lb | 1% Chlorine-Water Solution in Gals | ||
Chlorine Requirements for 100-Foot Lengths of Various Sizes of Pipe | |||
Pipe Size Inches | Volume of 100-Foot Length Gallons | Amount Required to Give 25 ppm Cl | |
100% Chlorine lb | 1% Chlorine-Water Solution in Gals | ||
Four | 265.3 | 0.0135 | 1/6 |
Six | 146.5 | 0.0305 | 3/8 |
Eight | 261.0 | 0.054 | 2/3 |
Ten | 408.0 | 0.085 | 1 |
12 | 588.7 | 0.120 | 1-1/2 |
c. During the construction of the water main, the contractor shall, during the installation, place at each joint, approximately one teaspoonful of H.T.H. 6% chlorine compound or equal.
4. Point of application. The preferred point of application of the chlorinating agent is at the beginning of the pipe line extension of any valved section of it, and through a corporation stop inserted in the pipe. The water injector for delivering the chlorine-bearing water into the pipe should be supplied from a tap made on the pressure side of the gate valve controlling the flow into the pipe line extension. Alternate points of application may be used when approved or directed by the Village Engineer.
5. Rate of application. Water from the existing distribution system, or other source of supply as approved by the Village Engineer, shall be controlled to flow very slowly into the newly laid pipe line during application of the chlorine. The rate of chlorine mixture flow shall be in such proportion to the rate of water entering the newly laid pipe that the dosage applied to the water will be at least 25 parts per million unless otherwise directed by the Village Engineer.
6. Preventing reverse flow. Valves shall be manipulated so that the strong chlorine solution in the line being treated will not flow back into the line supplying the water. Check valves may be used if desired.
7. Retention period. Treated water shall be retained in the pipe at least 24 hours. After this period, the chlorine residual at pipe extremities and at other representative points shall be at least ten parts per million.
8. Chlorinating valves and hydrants. In the process of chlorinating newly laid pipe, all valves or other appurtenances shall be operated while the pipe line is filled with the chlorinating agent and under normal operating pressure.
9. Final flushing and testing. Following chlorination, all treated water shall be thoroughly flushed from the newly laid pipe at its extremity until the replacement water throughout its length shows, upon test, the absence of chlorine in the event chlorine is normally used in the source of supply, then the tests shall show a residual not in excess of that carried in the system. After flushing, water samples collected on two successive days from the treated piping system, as directed by the Village Engineer, shall show satisfactory bacteriological results. Bacteriological analysis must be performed by a laboratory designated and furnished by the owner and approved by the Director of the Illinois Department of Public Health.
10. Repetition of flushing and testing. Should the initial treatment result in an unsatisfactory bacterial test, the original chlorination procedure shall be repeated by the contractor until satisfactory results are obtained.
(3) Upon completion of the construction of all sewer and water service connections with the utility mains, three accurate maps showing the exact location of all such sewer and water mains, together with manholes, shutoff valves and similar facilities being part thereof, by distances in feet from street lines, and of all such service connections in distances in feet from side lot lines approved by the Village Engineer of the Village of Gardner, shall be filed with the Village Clerk.
(F) Streets and alleys.
(1) Street grading.
(a) All stumps, trees that cannot be saved, boulders and similar items in street right-of-way shall be removed.
(b) Before any paving work is commenced, all street and alley grading shall be properly completed as shown on the Grading Plan and Approved by the Village Engineer.
(c) After grading of streets and alleys is completed and approved, and before any base course of the roadway pavement is laid, all of the underground work, such as water, sewer, and gas mains, house service connections therewith, and all underground conduits for electric and telephone lines, shall be completely installed in place and approved.
(d) When considered necessary by the Village Engineer, settlement of all trench backfill shall be accelerated by means of water introduced through holes jetted into backfilled trenches to a point approximately two feet above the top of the sewer pipe. The holes shall be jetted not greater than six feet apart unless otherwise directed by the Village Engineer. The jetting process shall conform to the standards set forth in the State of Illinois Standard Specifications for Road and Bridge Construction, § 66.7. Any depressions which develop within the street right-of-way due to settlement of backfilling material shall be refilled and repaved at the subdivider’s expense for the trenching, in a manner acceptable to the Village Engineer.
(e) The surface course of the roadway pavement shall not be laid until backfilling of all trenches due across the roadway has completely settled or compacted to the satisfaction of the Village Engineer. The trenches shall be backfilled with suitable material, mechanically tamped in 18-inch lifts, and brought to the required grade. The surface course shall not be laid until at least six months after the base course is completed.
(f) Corings, at least three per block, on request of the Village Engineer, shall be taken under village supervision after the paving has been completed and after the subdivider has requested acceptance of the street.
(2) Roadway pavement.
(a) All streets and alleys within the subdivision shall be improved with a durable all weather bituminous concrete or concrete surface roadway.
1. The pavement shall be equal to or superior to a pavement consisting of a base course of a total thickness of not less than that shown in the following table when thoroughly compacted.
2. Materials and method of construction shall be in compliance with the Standard Specifications for Road and Bridge Construction, State of Illinois Department of Transportation, current edition and the current edition of the Illinois Department of Transportation Design Manual, and shall be sufficient, in the opinion of the Village Engineer, to withstand the traffic that the roadways will presumably be subjected to.
(b) All streets shall be improved with roadway pavements to an overall width in accordance with the following minimum dimensions:
Type of Street | Pavement Width (Between Back of Curbs) | |
Residential Subdivision | Manufacturing or Business Subdivision | |
Type of Street | Pavement Width (Between Back of Curbs) | |
Residential Subdivision | Manufacturing or Business Subdivision | |
Collector streets | 36 feet | 50 feet |
Minor streets | 36 feet | 40 feet |
Cul-de-sac streets | 36 feet | 40 feet |
Frontage road | 26 feet | 36 feet |
Thoroughfares | In accordance with federal, state, county and local requirements | |
Half street | One-half the width of proposed street but not less than 20 feet | Not permitted |
Alleys | 20 feet | 20 feet |
Roadway pavements in cul-de-sac street terminus shall have a minimum diameter, measured from backs of the outside curb of 100 feet for residential subdivisions and 110 feet for manufacturing and business subdivision. Roadway pavements in “T” type or other type of terminus shall be as required by the Village Council. | ||
(c) Roadway pavements shall be installed in accordance with the following minimum requirements: All flexible pavements shall utilize a roadway stabilization fabric (four oz. per square yard) below the base course material of “Typar” as manufactured by DuPont Co. or approved equal.
Base Course | Residential | Manufacturing or Business |
Base Course | Residential | Manufacturing or Business |
Crushed stone or | 9 inches | 10 inches |
Bituminous aggregate mixture | 4 inches (over 4 inches CA-6) | 6 inches (over 4 inches CA-6) |
Surface | ||
Bituminous Surface | ||
Binder course | 1-1/2 inches | 2 inches |
Surface course | 1-1/2 inches | 2 inches |
Portland cement concrete | ||
Pavement | 6 inches (over 4 inches CA-7) | 8 inches (over 4 inches CA-7) |
(d) No bituminous concrete surface course shall be placed until the construction season following the construction season that the base course was installed, allowing one winter for any settlement of sub-base or trenches.
(3) Curb and gutters.
(a) Concrete curbs and gutters shall be constructed along the outside edges of all street pavements of the type designated by the Village Engineer and installed in accordance with village standard and specifications, in no case shall the total width of the combination curb and gutter be less than 24 inches and the gutter flag thickness be less than eight inches.
(b) The curb and gutter proposed typical section shall be approved by the Village Engineer prior to final plans being approved.
(4) Access driveways. A paved access driveway from the street lot line to the street pavement shall be provided. Pavement shall be of concrete (six-inch thickness with W.W.M.) construction installed in accordance with village standards and specifications.
(5) Side strips (parkways).
(a) Side strips shall be required on both sides of all streets.
(b) They shall be graded and prepared for seeding by the subdivider with at least four inches of top soil.
(c) Median strips shall be considered as side strips unless paved.
(6) Public sidewalks.
(a) Sidewalks shall be installed on both sides of the street in residential subdivisions containing lots less than 20,000 square feet in area. Sidewalks may be required by the Planning and Zoning Board on one side or both sides of a street in subdivisions containing lots one-half acre or more in area.
(b) Sidewalks shall be located 12 inches from the street right-of-way lines and shall be constructed in accordance with the following:
1. All sidewalks shall be constructed of portland cement concrete with a 28-day compressive strength of 3,500 pounds. Minimum slump, three inches, maximum slump six inches. All concrete shall be air entrained. Other admixtures shall be approved by the Village Engineer;
2. Residential districts: minimum width: four feet. Minimum thickness: four inches, over a compacted three-inch granular base; and
3. Commercial districts: minimum width: five feet. Minimum thickness: five inches, over a compacted three-inch granular base.
(c) Sidewalk grades must be approved by the Village Engineer and sidewalks shall not be constructed with the subdivision improvements, but shall be constructed upon completion of the building on individual lots prior to occupancy.
(7) Street lighting.
(a) A street lighting system shall be installed in business and manufacturing subdivisions and at street intersections and special problem locations in residential subdivision.
(b) The street lighting system shall be installed within two years after the date of approval by the Village Council, of the final plat, of in the event 50% of the lots are built upon, whichever is less.
(c) The Village Council may extend the time by six months if after 50% of the lots have not been built upon.
(d) Location, type and method of installation of street lights shall be in accordance with standards and specifications recommended by the Planning and Zoning Board and approved by the Village Council.
(e) The total cost of lighting and installation shall be the responsibility of the developer.
(G) Pedestrian ways. Paved walks having a width of not less than five feet shall be installed in accordance with the village sidewalk specifications.
(H) Public utilities.
(1) All utility lines for telephone, electric, cable television and gas service and distribution in the subdivision shall be placed underground or when approved by the Village Council may be overhead when located in easements along rear lot lines or side lot lines at locations of extensions of utility installations between blocks. Installation of the facilities shall be made in compliance with the applicable orders, rules and regulations of the Illinois Commerce Commission now or hereafter effective and the subdivider shall be responsible for compliance with rules and regulations, now and hereafter effective and files with the Commission pursuant to the Illinois Public Utilities Act, of any public utility whose service will be required for the subdivision with respect to the provision of the facilities.
(2) Underground telephone, electric and gas service shall be placed within easements or dedicated public ways in a manner which will not conflict with other underground services. Further, all transformer boxes shall be located so as not to be unsightly or hazardous to the public.
(I) As-built plans. Upon completion of the installation of improvements in a subdivision, one set of plans suitable for use in reproduction, which shows all improvements as actually installed in the field, shall be filed with the Village Clerk.
(Ord. G-141, passed 3-11-1996)