No subdivision shall be approved without water supply and sanitary sewer and sewage treatment facilities in accordance with the following minimum standards or the posting of security approved by the village board guaranteeing said improvements in accordance with this chapter:
A. General Requirements:
1. The public utilities shall be installed in the parkways whenever possible. If there is insufficient room or conflicts, the storm sewer shall be installed in the center of the street.
2. All sewer and water main trenches shall be undercut four inches (4") and the pipe laid on a four inch (4") cushion of approved bedding material.
3. All underground improvements shall be completed prior to any surface improvements.
4. All manhole covers shall be imprinted with a description of the particular utility involved, such as water, storm sewer, or sanitary sewer. (1999 Code § 10.03)
B. Sanitary Sewers:
1. A complete system of sanitary sewers shall be constructed throughout the development allowing for the extension of the village sewer system to adjacent areas.
2. Only sanitary sewers shall be connected to the sanitary sewer system.
3. Sewage lift stations will not be permitted unless they are required in the opinion of the village engineer.
4. The minimum size public sanitary sewer shall be eight inches (8") in diameter.
5. Sanitary sewers shall be designed to flow no more than sixty percent (60%) full. The sewers will be designed in such a way as to ensure a minimum velocity of flow of two feet (2') per second and a maximum velocity of flow of eight feet (8') per second.
6. All sanitary sewers and services shall be constructed of PVC type PSM conforming to ASTM D-3034 and shall be SDR 26, with elastomeric gasket type joints complying with ASTM D1869 and ASTM D3212, or ductile iron pipe conforming to ANSI A21.51 (AWWA C-151), class 52 per ANSI A21.50 (AWWA C-150) and bitumen coated and cement lined per ANSI A21.4 (AWWA C-104).
7. Minimum cover on any sanitary sewer shall be three feet zero inches (3'0"). Sewers in excess of twenty feet zero inches (20'0") cover shall be ductile iron class 54 bitumen coated and cement lined. Risers shall be required where sewers are over twelve feet zero inches (12'0") deep or more, and shall extend to within an eight foot zero inch (8'0") grade.
8. PVC pipe shall be installed per ASTM D-2321 using class I material.
9. All sanitary sewer manholes shall be a minimum of four feet zero inches (4'0") in diameter, of the precast concrete type, with an elastomeric band seal and rubber boot, and spaced not more than four hundred feet (400') apart.
10. Maximum allowable infiltration shall be two hundred (200) gallons/day/inch diameter/mile of sewer.
11. A sanitary service line shall be installed near the center of each residential lot at the time of the sanitary sewer installation, and shall extend to within one foot (1') of the property line.
12. Wye branches shall be factory manufactured and permanently affixed to the main sewer.
13. Curvilinear sanitary sewers shall not be allowed.
14. All community sewerage systems shall be designed and constructed in accordance with the village master plan for sanitary sewers.
15. Sewer testing shall include air testing, infiltration testing, and closed circuit television testing of sewers eight inches (8") in diameter or larger.
C. Water Mains:
1. A complete water supply and distribution system, including all appurtenances, shall be installed.
2. The water system shall be looped to eliminate dead end water mains.
3. Water mains shall not be less than eight inches (8") internal diameter. Water mains of larger diameter shall be installed where determined to be needed by the village engineer.
4. Valves shall be located so that in the event of a single break, not more than one thousand feet (1,000') of main will be out of service and require the closing of not more than three (3) valves. Valves shall conform to the following requirements:
a. Valves up to and including twelve inches (12") in diameter shall conform to the latest standards of AWWA C509 for resilient seated gate valves.
b. Valves fourteen inches (14") in diameter and larger shall conform to the latest standards of AWWA C504, class 150B for butterfly valves.
c. All valves shall be installed in precast vaults.
d. Vaults shall be forty eight inches (48") in diameter for eight inch (8") water mains and smaller.
e. Vaults shall be sixty inches (60") in diameter for ten inch (10") water mains and larger.
f. Valves shall not be located under streets, driveways, or other pavements.
5. a. Fire hydrants shall be installed throughout the entire development, located at intervals not to exceed four hundred feet (400'). No house shall be more than two hundred feet (200') from a hydrant. Hydrants shall be of a type conforming to that used in the village. Hydrants shall be Mueller centurion type with breakaway flange with two (2) 21/2-inch and one 41/2-inch fire hose connections with national standard threads. The seat valve shall be five and one-fourth inches (51/4"). An auxiliary valve, box and cover (marked "WATER") shall be provided for each hydrant.
b. Dry hydrants shall be installed at all water reservoirs. The village engineer shall determine the location, quantity and the need for same. (Ord. 2012-12, 3-13-2012)
6. Water mains shall be constructed of ductile iron pipe conforming to ANSI A21.51 (AWWA C-151), thickness class 52 per ANSI A21.50 (AWWA C-150), and cement lined per ANSI A21.4 (AWWA C-205) or polyvinyl chloride (PVC) pipe conforming to AWWA standard C 900 installed in accordance with ASTM D-2321 or high density polyethylene (HDPE) pipe conforming to AWWA standard PE 3608 pressure rating DR 9.0. (Ord. 2013-06, 7-9-2013)
7. The depth between the finished grade and the top of the water main shall be not less than five feet (5') nor more than six feet (6'). Where conflicts arise with other underground improvements, greater depths will be allowed.
8. All water mains shall be located in the parkway, approximately ten feet zero inches (10'0") from the property line, or as otherwise approved by the village engineer.
9. Water mains to be installed in corrosive soils shall be wrapped with a polyethylene sheet, tied or taped securely in place, with a thickness of eight (8) mils, and complying with ASTM D1248.
10. Connections to the existing water system shall be made by pressure tap unless a connection can be made without leaving any current customer without service.
11. A separate water service tap and building service line shall be provided for each building lot. Shared or branched service connections shall not be allowed.
12. Building service connections from the curb box to the structure shall be made only at the time of building construction. All service taps shall be made with a manufactured tap corporation stop. The standard service connection size is one inch (1"). Curb boxes shall be Minneapolis pattern. Standard service pipe material is type K copper tubing ASTM B-88.
13. The need for additional water supply and storage will be determined on a case by case basis.
14. Water meters, which meet the requirements of the village engineer, are to be installed and paid for by the developer. (Ord. 2012-12, 3-13-2012)
D. Storm Sewers:
1. A complete system of storm sewers shall be constructed to drain the development and any contiguous drainage areas. The developer shall submit to the village engineer two (2) copies of the storm drainage computations.
2. No increase in stormwater runoff shall be directed to any existing watercourse or drainage system.
3. The method to be employed when computing storm runoff shall be approved by the village engineer. A 10-year storm shall be used for storm sewer design purposes. The storm system shall be designed with "positive street and swale drainage" such that in the event of a complete storm system failure, stormwater runoff will be provided overland to the stormwater detention area and will cause no property damage due to flooding.
4. Storm sewers shall be designed to flow full, using Manning's formula, with a roughness coefficient of 0.013. When the storm sewer system discharge is determined to be submerged, the sewers shall be designed using the "hydraulic profile" and a maximum water level elevation in manholes of one foot zero inches (1'0") below the flow line of the gutter.
5. Storm sewers shall be designed, when flowing full, to have a minimum velocity of two and one-half feet (21/2') per second and a maximum velocity not to exceed eight feet (8') per second.
6. All inlets shall be installed so that the distance between each inlet shall not exceed two hundred fifty feet (250'), and each inlet shall drain a maximum street gutter length of two hundred fifty feet (250'). Where the inlet is located at a low point, additional inlets may be required by the village engineer. No more than two (2) inlets shall be interconnected. Inlets shall be so located that stormwater runoff will not "pond". Depressed street crowns to facilitate drainage will not be allowed.
7. Catch basins with sumps are to be located in the storm sewer system in such a manner as to protect the sewer mains and downstream detention areas from silt and debris.
8. Rear yard inlets shall be placed where required by the village engineer.
9. The minimum size storm sewer shall be twelve inches (12") in diameter, and minimum size inlet connections shall be ten inches (10") in diameter.
10. Minimum cover shall be three feet zero inches (3'0") for all storm sewers unless special precautions are taken to protect the pipe, as approved by the village engineer.
11. Storm sewers shall be class four (4) reinforced concrete pipe conforming to ASTM C76 with O-ring joints conforming to ASTM C443.
12. All catch basins, manholes, inlet manholes, inlets, and headwalls shall be designed in accordance with the standard details of the village.
13. Storm detention is subject to the review of the village engineer. In concept, the detention pond shall have a high water level based on a 100-year design storm and shall have an outlet which allows runoff with an intensity no greater than the land in its natural state prior to development. The maximum allowable release rate is 0.15 cubic feet per second per acre for any design storm frequency up to the 100-year event. Illinois state water survey bulletin 70 shall be used for design storm data. The detention area shall have a single emergency overflow to drain waters in excess of the volume provided in the detention area.
14. The design of storm detention facilities shall be based on runoff hydrographs from the 2-year and 100-year frequency, twenty four (24) hour duration rainstorms. All design rainfall events shall be based on the Illinois state water survey, bulletin 70.
15. Wet bottom detention basins shall be designed to be safe, aesthetically pleasing, and available for recreational use. Wet bottom basins shall be at least four feet (4') deep, excluding near shore banks and safety ledges. If fish habitat is provided, at least twenty five percent (25%) of the basin bottom shall be a minimum of ten feet (10') deep. Wet bottom basins shall be designed to remove stormwater pollutants and designed with an aeration system or in such a manner to reduce nuisance problems such as algae.
16. Dry bottom detention basins shall be designed to be safe, aesthetically pleasing and available for multiple uses. The basin shall have a minimum bottom slope of two percent (2%) and a maximum embankment slope of twenty five percent (25%).
17. All sites no longer in a natural undeveloped state, undergoing development resulting in a significant increase in the rate of stormwater runoff, and not providing stormwater detention must provide detention meeting the requirements of subsection D13 of this section. Detention to be provided shall be for the entire site evaluated in its natural state.
18. Ditches and culverts may be used in lieu of storm sewers if curbs and gutters are not required. Ditches shall meet the following minimum standards:
a. Minimum grade of one percent (1%).
b. Maximum grade of ten percent (10%).
c. Minimum depth of eighteen inches (18") below the shoulder of the street.
d. Maximum bank slope of twenty five percent (25%).
e. The bottom and banks of ditches with grades between four percent (4%) and eight percent (8%) shall be sodded and equipped with permanent ditch checks.
f. The bottom and banks of ditches with grades between eight percent (8%) and ten percent (10%) shall be paved with concrete riprap.
19. Culverts shall meet the following minimum standards:
a. Minimum pipe diameter of twelve inches (12").
b. Corrugated metal pipe (CMP) shall be hot dipped galvanized steel or aluminum steel conforming to AASTO M36. Provide 16-gauge CMP for pipe diameter twenty one inches (21") and smaller. Provide 12-gauge CMP for pipe diameters twenty four inches (24") and larger.
c. Reinforced concrete pipe (RCP) shall conform to ASTM C76, class III.
d. Culvert slope and invert elevations shall match the ditch slope and invert elevations.
e. Minimum cover at driveways of six inches (6"). (1999 Code § 10.03)