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(A) Whenever practical telephone and electric utilities shall be underground. When utility lines for telephone and electric service must be carried on overhead poles, the utilities shall be placed in rear lot line easements or designated side lot line easements.
(B) Where telephone, electric and gas service lines are placed underground entirely throughout a subdivision area, conduits or cables shall be placed within easements or dedicated public ways in a manner which will not conflict with other underground services.
(C) Further, all transformer boxes shall be located so as not to be unsightly or hazardous to the public. All underground utility installations which traverse privately-owned property shall be located in recorded easements.
(2001 Code, § 34-7-7)
The subdivider shall design and construct a storm drainage system adequate to handle maximum potential flows of water drainage from the subdivision or passing through the subdivision without causing hazard for life or property within the subdivision or surrounding land areas. All storm systems shall be designed and constructed according to the preliminary plat and shall consider the appropriate streets, storm sewers, roadway ditches, grassed swales, natural watercourses, catch basins and inlets, as may be required. All the facilities should be complimentary in design and construction. In general all areas shall be required to install storm sewers.
(A) Natural watercourse.
(1) Whenever practical, natural open drainage ways shall be utilized as part of the subdivision storm drainage system.
(2) Whenever a natural stream or other human-made important surface drainage course or agricultural drainage tiles are located within a subdivision, the subdivider shall dedicate an adequate easement along each side of the stream or tile for purposes of widening, deepening, sloping, improving or protecting the stream or tile for drainage or flood water retention.
(3) The filling, alteration, widening or any other restriction or alteration of a natural stream and flood basin shall be permitted only as shown and approved on the preliminary plat. In areas where stream slopes exceed 12%, the slopes shall either be graded, stabilized by riprapping, or some sort of planting or shall be dedicated as a natural easement.
(B) Drainage ditches and swales. Where roadway ditches or swales are permitted the ditches or swales shall be contained within easements at least ten feet wide and the drainage shall be improved as follows:
(1) With grades to 4%, ditches may have sod bottoms and banks;
(2) With grades from 4% to 8%, ditches or swales must have ditch checks;
(3) With greater than 8% grades, ditches or swales must have riprap or be paved;
(4) The filling, alteration, widening or any other restriction or alteration of a roadway ditch or swale shall not be permitted without prior written approval of the Village Board; and
(5) No shrubbery, fence or other such structure shall be planted or constructed in or over any drainage ditch or swale in such a manner which would impede the flow of water and storm run-off through these ditches and swales.
(C) Storm drainage structures.
(1) Culverts; when allowed, pipe culverts may be used. The minimum length of culverts shall be at least equal to the distance from edge of shoulder to edge of shoulder, plus six times the vertical distance from the edge of should to the flow line of the culvert. No culvert shall have a diameter of less than 12 inches. In no case shall driveway culverts be less than 20 feet in length.
(2) Bridges. All bridges and culverts having a span of more than ten feet shall be approved by the Bridge Engineer, Department of Public Works and Buildings, Division of Highway of the state.
(3) Storm sewers. The sewer system shall be designed by the rational method, with self-cleaning velocities as follows (see § 152.137 above):
(a) The part of the system which serves as main or terminal collectors shall be of sufficient capacity to carry the maximum storm water flows which may occur in a ten-year period.
(b) The part of the system which serves as lateral collectors, and which can readily be augmented by future additions, shall be of sufficient capacity to carry maximum storm water flows which may occur in a five-year period.
(c) The engineer shall select coefficients of run-off based on the types of development anticipated in all parts of the watershed affecting the drainage structure. Information regarding future development of the watershed shall be obtained from the Planning Director.
(d) The system shall include all necessary appurtenances such as inlets, catch basins and manholes as may be required for proper operation and maintenance. The sizing of the structures and spacing should provide that encroachment into the street not exceed eight feet from the back curb, and that the head on top of the grate be no higher than the top of the curb or six inches, whichever is the least dimension.
(e) Where the main storm sewer serving a subdivision can be expected to carry a substantial amount of storm water from adjoining lands higher in the drainage area, and where the run-off from these lands can be expected to increase in the future because of more intense development, the developer may be permitted to substitute for the sewer an open ditch. The ditch shall comply with grading, seeding and sodding specifications of this code, and the ditch shall be located on a drainage easement of sufficient width to permit its proper maintenance and to allow the eventual construction of an underground storm sewer adequate to serve the entire drainage area above the subdivision.
(f) All storm sewers shall be at least 12 inches in diameter and shall be of material and construction approved by the Village Engineer.
(g) All materials for the construction of bridges, culverts, storm sewers, catch basins, manholes, inlets and other facilities shall be approved by the Village Engineer.
(4) Oversized storm sewers. If greater than 24-inch diameter sewers are required to handle the contemplated flows, the cost of the larger sewers shall be shared between the developer and the village. The developer shall be responsible for the cost of furnishing and installing a sewer of an appropriate size for his or her development, and the village will be responsible for the incremental increase in cost to install the larger sewer.
(5) Underdrain system for sump pump discharge. Whenever natural topography does not allow the flow of ground water from individual sump pumps to be directly discharged into a natural watercourse, the developer shall provide an underdrain system at curb side to provide an outlet for the discharges. The drain system shall consist of a six-inch rigid PVC pipe, constructed in a trench immediately behind the curb. The pipe shall be laid to a minimum depth of three feet six inches from top of pipe of top of curb. The trench shall be backfilled with aggregate to the bottom of the curb. Pipe and aggregate backfill shall be in accordance with the applicable provision of § 607 of the Standard Specifications for Road and Bridge Construction, State of Illinois. Each lot will be provided with a two- inch riser pipe for future connection of a sump pump discharge line. Each riser's location shall be duly noted on record drawings provided by the developer.
(2001 Code, § 34-7-8)
Dams for water impoundments, pools, ponds, reservoirs and small lakes shall be planned, designed and constructed under the supervision of a qualified engineer and shall meet the approval of the Department of Conservation of the state.
(A) Earth dams. Minimum requirements for earth dams shall be as follows.
(1) Foundations. A minimum thickness of at least 24 inches of an impervious material is required for dams up to 12 feet. The entire area in which the dam is to be founded shall be free from all top soil, roots, vegetation, stones, rock or debris, and shall be plowed and roughed up to provide an interlocking tight bond with the new fill.
(2) Cores. Cores should have a width of 30% to 50% of the water head and shall be constructed of materials which will not lead to core failure and leaks.
(3) Crest. The crest shall be at least ten feet wide to allow adequate space for maintenance equipment and shall have sufficient height above the water surface (freeboard) to prevent waves from going over it.
(4) Slopes. The upstream slope shall not be steeper than three feet horizontal to one foot vertical and shall be sufficiently protected from ice and wave action by an impervious earth blanket, riprap or concrete. The downstream slope shall not be steeper than two feet horizontal to one foot vertical and shall be protected against erosion by a growth of permanent sod.
(5) Drainage. Sufficient drainage and "reverse filtering" facilities to ensure the permanent stability of the dam and its foundation shall be provided. Proper precautions shall be taken to prevent any seepage along drain pipes running through the dam.
(6) Spillways. Facilities for handling the maximum normal surplus waters shall be provided, together with a sodded relief spillway constructed 18 inches above the normal water level. Proper precautions shall be taken to prevent seepage along any of the spillways facilities constructed within the dam.
(7) Materials. All materials, equipment and construction methods shall conform to the requirements of the American Association of State Highway Officials Specifications for Highway Bridges and the Standard Specifications.
(8) Test and analysis. Results of the following tests and analysis shall accompany all plans for dams:
(a) Tests of the foundation material showing compressibility, shear strength and permeability;
(b) A complete stability analysis of the proposed dam using any of the available analysis techniques; and
(c) Permeability tests of the proposed core materials.
(B) Masonry dams. Minimum requirements for masonry dams shall include provisions to insure proper foundation bearing and for the prevention of slippage, excessive seepage, "piping" and scouring. The structure shall be designed by a registered structural engineer. The design and construction requirements shall conform to the American Association of State Highway Officials Specifications for Highway Bridges and the Standard Specifications.
(C) Existing dams. An engineering report shall be submitted to the Plat Officer on all existing dams within a proposed subdivision. Any dam found to be structurally unsafe shall be reconstructed or reinforced in accordance with the above standard.
(2001 Code, § 34-7-9)
Any and all public water systems installed within the legal jurisdiction of the village shall be constructed in accordance with the Standard Specifications for Water and Sewer Main Construction in Illinois, latest edition. The Standard Specification shall be superseded by the specifications provided herein.
(A) Water mains.
(1) Scope.
(a) The work covered by this section consists of furnishing all plant, labor, equipment, tools, services and materials, and performing all operations required to execute the water main work complete, in strict accordance with this specification and the applicable drawings and subject to the terms and conditions of the contract.
(b) Construct all water main work of sizes and materials, and at locations shown on the drawings; provide fittings and appurtenances, all as indicated on the drawings, and as herein specified.
(2) Materials.
(a) Unless otherwise noted on the drawings all water main of ductile iron pipe shall have a cement-mortar lining conforming to ANSI A21.4 (AWWAC 104).
1. Ductile iron pipe shall be designed in accordance with ANSI A21.50 (AWWA C150 - Latest Revision) using 60,000 psi tensile strength, 42,000 psi yield strength and 10% elongation. All pipe shall have a minimum class pipe as shown below, three and one-half (three feet to six feet cover, trench condition 1, flat bottom, no blocks on tamped backfill, and at least 100 psi water hammer allowance and two to one factor of safety. In no case shall the wall thickness be less than the following:
Nominal Pipe Diameter (Inches) | Pressure Class |
4 - 12 | 350 |
2. Ductile iron pipe for aerial installations shall have flanged joints unless otherwise shown on the plans. Barrels of ductile iron pipe with screwed flanges shall conform to ANSI A21.51 (AWWA C151). Flanges shall be faced and drilled to ANSI Class 125 standard template for use with either ANSI A21.10 (AWWA C110) or B16.1 flanged fittings. Gaskets for flanged pipe shall be one-sixteenth inch thick, full faced, rubber or neoprene. Bolts for flanged joints shall be of galvanized steel.
(b) Polyvinyl chloride (PVC) pipe.
1. Pipe shall conform to AWWA C900, Standard Dimension Ratio (SDR) 18, Laying Condition Class C.
2. A #12 TW tracer wire shall be laid with all PVC pipe detail on plans and as directed by the engineer. The main tracer shall be continuous throughout. At each fire hydrant and house service, a #12 TW service wire shall be connected to the main tracer and to the fire hydrant or house service.
3. The connection at the main tracer shall be with a 3M #562 (yellow) plastic self- stripping pigtail connector. At the hydrant shoe or house service tapping saddle, the connection may be done with a brass pipe, or grounding, clamp with brass screws, or similar device approved by the Engineer.
4. All connections shall be taped and sealed with electrical mastic and Scotch #22 10 E-2 seal.
(3) Fittings. Fittings for ductile iron and PVC water main shall be of class or pressure rating not less than that of the connecting pipe and shall conform to the latest revision of the following specifications: ANSI A21.10 (AWWA C153) Gray Iron and Ductile Iron Fittings, three-inch through 48-inch. ANSI A21.11 (AWWA C111) Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe and Fittings. All fittings shall be cement mortar lined in accordance with ANSI A21.4 (AWWA C104).
(4) Joints and couplings.
(a) Joints for ductile iron pipe shall be either the mechanical or push-on type conforming to the following requirements:
1. Mechanical joints shall be of the stuffing box type with gasket, cast iron gland and cast iron bolts and shall conform to ANSI A21.11 (AWWA C111); and
2. Push-on joints shall be of a type employing a single molded rubber gasket to effect joint seal. Joint and gasket shall conform to ANSI A21.11 (AWWA Oil).
(b) Couplings for PVC plastic pipe shall be of the elastomeric-gasket type and shall conform to ASTM D3139.
(5) Inspection. Inspection of pipe and materials will normally be made at point of destination, however, the engineer reserves the right to provide factory inspection as deemed necessary.
(B) Gate valve.
(1) Notice. The general conditions, special conditions and all other herein bound and documents accompanying documents are part of these specifications and of the contract. Submission of proposal implies that the bidder is fully conversant with all requirements of all above mentioned.
(2) Scope.
(a) The work covered by this section consists of furnishing all plant, labor, equipment, tools, services and materials, and performing all operations required to execute the gate valve work complete, in strict accordance with this specification and the applicable drawings and subject to the terms and conditions of this contract.
(b) The gate valve work specified herein applies to valves installed underground on distribution and transmission mains. Valves to be installed in treatment plant pumping station or similar facilities shall be as specified in the pipe section of the specifications.
(3) Shop drawings. Before commencing work, submit complete shop drawings and illustrations for work in this section for engineer's approval. Refer to general conditions for detailed information regarding shop drawings requirements.
(4) Gate valves.
(a) Valve castings shall be made from superior quality of iron, remelted in a cupola or air furnace; tough and of even grain.
(b) Valves shall open in the same direction as those installed in the owner's existing equipment. In the absence of existing facilities, new gate valves shall open to the left (counterclockwise). Unless specifically noted on drawings or specified otherwise, valves shall have hub ends, mechanical joint ends or flanged ends. Hydrant auxiliary valves may be provided with one flange end bolting to the hydrant only where so specifically noted on the drawing or directed in writing by the engineer. Normally the valves shall be of the bell or mechanical joint type installed in the connecting lead between the hydrant and the main. All other valves installed in underground pipe lines shall have hub ends or mechanical joint ends.
(c) All gate valves shall be fully mounted with bronze or other suitable, non-corrodible metal, of the double disc type, with non-rising stems. Fit valves three to 12 inches, nominal size, with two-inch square, cast iron operating nut, mounted directly on the stem. Valves 16 to 48 inches, nominal size, shall be fitted with bevel gears (without gear or grease cases), rollers and tracks, and non-rising stem bypass valves, as per AWWA Specification C500, unless otherwise shown on drawings.
(d) All valves shall conform to requirements of AWWA C500, latest revision. Valves three to 12 inches, nominal size; suitable for pressures of at least 200 psi. Valves 16 to 48 inches, nominal size; suitable for pressures of at least 150 psi.
(5) Valve boxes. Provide all valves three to 12 inches inclusive, nominal size and all bypass valves with screw top adjustable metal boxes, approximately five inches in diameter, constricted so that removable cover will not be thrown out by travel over same. Provide boxes with suitable hoods at base of lower section to relieve any strain superimposed on valve bonnet.
(6) Valve vaults. Provide all valves 16 to 48 inches, nominal size, with standard manhole enclosure as detailed on the drawings.
(7) Foundation.
(a) Set valves securely on concrete or stone foundation, laid on solidly compacted ground. Foundation thickness shall be at least eight inches; volume, one cubic foot minimum. Concrete, if used, shall be Class C, as specified in "concrete" section of the specifications.
(b) Valves shall be set at an elevation conforming to the height of connecting pipe so that there is no strain on joints.
(8) Tapping sleeves and crosses.
(a) Provide tapping sleeves and gate valves, also tapping crosses, and gate valves where pressure connections to existing facilities are shown on drawings. Tapping sleeves; similar and equal to Mueller H-610, H-611 or H-615, or Clow F2552 or F-2562. Tapping crosses; similar and equal to Mueller H-710, H-711 or H-715, or Clow F-2565 or F-2567. Gate valves for use with tapping sleeves or crosses; similar and equal to Mueller H-662, H-667, or H-642, or Clow F-2550 or F-2560.
(b) Install sleeves and valves in water mains as per manufacturer's instructions, and without shutting off pressure in existing mains.
(9) Gate valve markers. Where so indicated on the drawings, gate valves shall be witnessed by permanent reinforced concrete posts of size and shape as detailed and at the locations shown. Set posts in or as near fence and valve box tops as possible, with lettering on post facing valve box top. For other conditions, set and witness post markers as directed by the Engineer.
(C) Fire hydrants.
(1) Notice. The general conditions, special conditions and all other herein bound and accompanying documents are part of these specifications and of the contract. Submission of proposal implies that the bidder is fully conversant with all requirements of all above mentioned documents.
(2) Scope. The work covered by this section consists of furnishing all plant, labor, equipment, tools, services and materials, and performing all operations required to execute the fire hydrant work complete, in strict accordance with this specification and the applicable drawings and subject to the terms and conditions of the contract.
(3) Shop drawings. Before commencing work, submit complete shop drawings and illustrations for work in this section for engineer's approval. Refer to general conditions for detailed information regarding shop drawings requirements.
(4) Hydrants.
(a) Fire hydrants shall be provided and installed of a size and in the number indicated on the drawings, with valve openings and nozzles as follows:
Hydrant Size | Valve Opening (Approximate) | Lateral Water Main Connection | Hose Nozzles (Two Required) | Pumper Nozzle (One Required) |
6-inch | 6-inch | 6-inch or 8-inch | 2-1/2-inch | 4-1/2-inch |
5-inch | 5-inch | 6-inch | 2-1/2-inch | 4-1/2-inch |
4-inch | 4-inch | 4-inch | 2-1/2-inch | None |
(b) Where hydrants are shown on the plans to be connected directly to the hydrant lead, fit all hydrants with bell or mechanical joint ends, compatible with the type of hydrant lead pipe. Where hydrants are shown on the plans to be connected directly to auxiliary gate valves, fit hydrants with flange ends for connection to the auxiliary gate valves. The auxiliary gas valves shall be fitted with flange end for connection to the hydrant shoe and bell or mechanical joint end to connect to the hydrant pipe lead. Auxiliary gate valve and box shall conform to requirements specified as specified in division (B) herein.
(c) Hydrants shall be of the compression or gate type, with preference given to valve types seating with the pressure and shall have two positively operated drain valves both being an integral part of the main valve. The hydrant body shall be of the "breakable" type so designed that neither the lower portion of the barrel nor the stem shall be damaged if the hydrant is broken and so designed that repairs may be effected by easily replaceable components.
(d) The hydrant body shall be of cast iron, all castings of superior quality iron, remelted in a cupola or air furnace, tough and of even grain. Unless otherwise noted on the drawings, all hydrants shall have bury of four and one-half feet when measured from bottom of the connecting pipe to the ground line beading on the hydrant barrel.
(e) Hose nipples, hydrant seat, drip valve and stuffing box shall be of bronze or other suitable non-corroding metal.
(f) Hose threads on all hydrants shall be interchangeable with those now in service in owner's system. Hose nozzles shall be protected with approved weather caps.
(g) Hydrant valve shall be faced with suitable, yielding material, such as rubber or leather, except that on those of the gate type, bronze ring may be used.
(h) All hydrants; conform to AWWA Specification C502, latest revision.
(i) Hydrants shall be provided with a one and one-fourth (one-inch bronze pentagon operating nut and shall be open in same direction as owner's existing equipment or if no hydrants exist shall open to the left (counter-clockwise).
(5) Foundation. Each hydrant shall be supported on a foundation at least 12 inches square and eight inches thick of stone or solid concrete, set firmly on solid undisturbed earth. The trench around the hydrant shall be at least three feet in diameter to permit proper installation of the foundation and placement of the drainage media hereafter specified.
(6) Drainage. Provide adequate drainage for hydrants when closed, by filling circular space around hydrant with clean, coarse, crushed stone or gravel (free from foreign matter), graded from one-fourth inch to one and one-half inches. Place crushed stone or gravel carefully, so as not to displace hydrant, valve or connecting piping. The drainage fill material shall extend to the limits shown on the drawings but in any event shall consist of a minimum of two cubic yard of crushed stone or gravel. No connection shall be made from the drainage pit to any sewer or underground drainage conduit.
(7) Installation. Before setting, clean hydrants completely free of dirt and other foreign matter. Set hydrants solidly with sufficient concrete-blocking behind barrel and behind the connection to the water main to prevent movement of pipe in joints, or of hydrant.
(2001 Code, § 34-7-10)
(A) Where the subdivision is located within the village limits and public sanitary sewers are available, each lot within the subdivided area shall be provided with a connection to a sanitary sewer, the sewer connection to terminate not less than two feet beyond the curb or one foot outside the sidewalk when the sidewalk adjoins the curb. All connections to the sanitary sewer system and the subdivision sewer system shall comply with the ordinances of the village and of the Sanitary District pertaining to sewers and all construction of the system shall be subject to the direction and approval of the Village Engineer or of the Superintendent of the Sanitary District.
(B) If, at any time of final platting, sanitary sewer facilities are not available to the plat, but under contract to be built and will become available within a period of two years from the date of plat recording, the subdivider shall install or cause to be installed mains throughout the subdivision service to each street lot line in accordance with this section and shall cap all laterals as may be specified by the Village Engineer. The size, type and installation of all sanitary sewers proposed to be constructed shall be in accordance with plans and standard specifications approved by the Village Engineer.
(C) The subdivider shall construct sanitary sewers in such a manner as to make adequate sanitary sewerage service available to each lot within the subdivision. If public sewer facilities are not available, the subdivider shall make provision for adequate private sewage disposal systems if soil and water conditions are favorable or if adequate methods are undertaken to overcome limitations of the natural capabilities of the land for waste disposal systems. The installations shall meet standards specified by the village and State and County Boards of Health.
(D) Sanitary sewer pipe shall be scaled with resilient compression joints and shall conform to ASTM Designation C425-66T Type I or II.
(1) The minimum diameter of all lateral sewers shall be eight inches and all pipe under 24-inch internal diameter shall be bell and spigot, salt glazed, vitrified clay pipe, conforming to ASTM Specification E-0200 for extra strength pipe.
(2) Asbestos-cement sewer pipe and cast iron sewer pipe may be used as an alternate sanitary sewer material.
(3) The alternate materials shall conform to specifications approved by the Village Board and copies of the same shall be on file with the Village Clerk.
(4) Four- or six-inch house service stubs shall be installed as required to provide sewer service to every lot in the subdivision wherever house sewers cannot subsequently be installed without tunneling under or crossing the street pavement.
(5) The house services shall extend to the street or lot line and shall have a depth of not less than seven feet at the terminus, wherever possible.
(6) Lateral sewers, wherever possible, shall have a minimum depth of eight feet below the established street grade.
(7) All sewers should be backfilled with sand or other materials specifically approved by the Village Engineer.
(2001 Code, § 34-7-11)
(A) The subdivider shall install street lamps along all streets of a design compatible with the neighborhood and type of development proposed.
(B) The lamps shall be placed at each street intersection and at such interior block spacing as may be required by the Village Engineer.
(2001 Code, § 34-7-12)
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