A. General:
1. All development or subdivisions containing lots of less than one-half (1/2) acre in area shall have an interconnected water distribution system supplying all lots with water from a source approved by the village and the Illinois environmental protection agency. Where such water supply is not provided in developments or subdivisions with lots of one-half (1/2) acre or more in area, individual private water systems may be permitted, provided such water systems meet all requirements of the village and the Lake County health department.
2. In addition, any building located within the village, the property line of which is located within two hundred feet (200') from an existing water main, shall be connected to the water system. All existing buildings presently within the village that are being served by a private well are exempt from the requirements of this subsection A2 until such time as their private well becomes inoperable or the property is sold, at which time they will be required to connect onto the village water main.
3. Unless otherwise approved by the village, any parcel and/or building located outside the village shall be required to annex into the village prior to connecting to the village water system, and any and all expenses to extend said water system are totally the developer's expense.
4. Unless otherwise modified in this section, water supply, storage and distribution systems shall be constructed in accordance with requirements of the village, the Illinois environmental protection agency, the Lake County health department, and the insurance service office recommended fire flows.
5. All water supply, storage, and distribution systems shall be designed to accommodate an ultimate service area as identified by the village. If sizing of water supply and storage facilities to accommodate the ultimate service area beyond the limits of the proposed development results in additional construction costs, the village may provide an agreement for the recapture by the developer of the additional cost when future system connections are made. Additionally, the village may require oversizing of water mains within the proposed development and the extension of water mains beyond the limits of the proposed development to accommodate an ultimate service area. If such extension of water mains beyond the limits of the proposed development results in additional construction costs, the village may provide an agreement for the recapture by the developer of the additional cost when future system connections are made. Recapture payments will be made to the developer only after those benefiting from the extended service area have made payment to the village. No recapture agreements will be made for oversizing of water mains within the limits of the proposed development. No recapture agreements will be made for extending the water main to the property limits as required by this paragraph to allow for future expansion of the system.
6. As built drawings shall be submitted for all projects.
7. Unless otherwise approved by the village engineer, the flows listed in the following table shall be used for purposes of water supply, storage, and distribution system design, at a minimum. Process water requirements must be added to the average daily and maximum daily consumption quantities. The developer shall ultimately be responsible for providing any and all future water needs within the development.
Location Or Type
| Average Daily
Consumption
| Maximum Daily
Consumption
| Fire
Flow
|
Residential: | |||
Single-family Minimum1 detached | 70 gpcd | 210 gpcd | 1,500 gpm |
Single-family Attached with approved fire wall Minimum1 | 70 gpcd | 210 gpcd | 2,000 gpm |
Multi-family | 70 gpcd | 210 gpcd | 1 |
Commercial | 1,050 gpd/acre or 0.1 gpd/ square foot building area2 | 3,150 gpd/acre or 0.3 gpd/ square foot building area2 | 1 |
Industrial | 1,050 gpd/acre or 0.1 gpd/ square foot building area2 | 3,150 gpd/acre or 0.3 gpd/ square foot building area2 | 1 |
Notes:
1. Minimum required fire flows shall be computed in accordance with the "Guide For Determination Of Required Fire Flow", by the insurance services office. If the above table shows a minimum fire flow, the greater of the minimum fire flow shown above and the computed fire flow shall be used.
2. Process water requirements must be estimated and included in the average daily and maximum daily consumption quantities.
B. Water Supply And Storage:
1. Private Water Supply Systems:
a. Where public water supply systems are not provided, individual private water shall meet all requirements of the village and the Lake County health department. Conclusive evidence shall be presented by the developer to the village to demonstrate that an adequate underground water supply is readily available for individual private water systems on the basis of suitable tests and surveys.
b. Wells which are currently not in use or whose use will be discontinued shall be abandoned in accordance with Lake County health department requirements.
2. Public Water Supply And Storage Facilities:
a. All public water supply and storage facilities shall meet the requirements of the village and the Illinois environmental protection agency.
b. Unless otherwise approved or required by the village, water supplies shall be sized to deliver the development's maximum daily demand based upon supply operation eighteen (18) hours per day. A generator or a dual connection to the power supply system shall be required. Alarms and controls, including SCADA system compatibility, as approved by the village engineer shall be installed.
C. Water Distribution:
1. General: All developments shall include provisions for the construction of a water distribution system complete with valves, fire hydrants, and other appurtenances.
2. Design:
a. Compliance With State Regulations: Unless otherwise modified in this chapter, distribution systems shall be constructed in accordance with requirements of the village, the Illinois environmental protection agency, and the "Standard Specifications For Water Main And Sewer Main Construction In Illinois".
b. Location Of Mains: The location of proposed water mains shall be approved by the village engineer. All water mains shall be constructed within public rights of way or within easements dedicated for public utilities. Water mains shall be extended to the property lines of the development along public rights of way and at other locations required by the village engineer. Placement of distribution and service lines under pavement or concrete shall be avoided where practicable. The village may require oversizing of water mains within the proposed development and extension of water mains beyond the limits of the proposed development to accommodate ultimate development. The developer shall provide looping within the water distribution system where practicable and where required by hydraulic modeling and by the village engineer. Dead ends shall be avoided whenever possible, shall not exceed four hundred feet (400') in length, and shall terminate with a hydrant.
c. Design Calculations: Water distribution system mains shall be sized to deliver the required fire flows plus the consumption at the maximum daily rate of the area served. The developer shall submit calculations to demonstrate that flows in the system at any location selected by the village engineer are adequate for consumption at the maximum daily rate and fire flow demands with a required minimum 20 psi residual pressure. The insurance services office shall compute required fire flows in accordance with the "Guide For Determination Of Required Fire Flow", latest edition. Velocity, discharge, and head loss in water mains shall be computed using the Hazen Williams formula. The coefficient, C, shall be equal to 110.
d. Pipe Size: The minimum water main pipe size shall be eight inches (8") in diameter.
e. Depth Of Cover: All water main and water service pipes shall have a minimum depth of cover of five and one-half feet (5.5') measured from the final ground surface elevation to the top of the pipe.
f. Valves: Valves and extensions to the water distribution system shall be arranged so that the service interruption caused by a break in any main will be limited to eight hundred feet (800'). In addition, valves on water mains servicing single-family residential areas shall be installed so that no more than twenty five (25) units shall be affected when shutting off a section of main. Transmission lines with no service connections shall have valves located so that less than one thousand two hundred feet (1,200') of main will be shut off at any time. Valves shall be located so that it will require no more than four (4) valves to be closed to isolate a section of water main. Valves shall be located in valve vaults.
g. Fire Hydrants: Fire hydrants shall be spaced not more than three hundred feet (300') apart. A hydrant shall be placed within one hundred feet (100') of the center of each street intersection. When a building to be occupied is set back two hundred fifty feet (250') or more from a street, or is located more than three hundred feet (300') from a hydrant, additional hydrants shall be installed such that one hydrant shall be located at the entrance to the building, and hydrants shall be provided around the perimeter of the building at a maximum two hundred fifty foot (250') spacing measured along access roads. Such hydrants shall be installed not more than fifty feet (50') or less than twenty five feet (25') from the building. For nonresidential buildings, fire hydrants shall be located on or adjacent to subject property. No service connection shall be made to fire hydrant leads or connections. In residential and nonresidential developments, fire hydrant locations shall not conflict with driveways, nor shall fire hydrants be placed directly across from driveways.
h. Fire Sprinkler Systems: All fire sprinkler systems depending on the public water supply for pressure and including twenty (20) or more sprinkler heads shall be connected to the water distribution system through a separate fire service line.
i. Separation Of Water And Sewer Mains: Separation and protection of water mains from sewers shall comply with the Illinois environmental protection agency division of public water supplies technical policy statements.
j. Service Connections: All water service lines shall be designed with a minimum diameter necessary to provide adequate domestic and fire flow use. Water service lines servicing single-family residences shall be a minimum of one inch (1") diameter.
k. Thrust Blocks: Thrust blocks shall be required at all hydrant tees and bends. Where undisturbed earth is not available or not likely to be available to support the thrust blocks, Mega lug joint restraint system and/or retaining glands shall be used as approved by the village engineer.
3. Allowable Materials: All water distribution system materials shall conform to the following unless otherwise required or approved by the village engineer:
a. Water Main: Pipe for water main and for service connections larger than two inches (2") in diameter shall be:
PVC water main conforming to AWWA C900, class 150, DR 18 (4 inch through 12 inch diameter pipe) or AWWA C905, pressure rating 235 psi, DR 18 (14 inch through 36 inch diameter pipe) with push on gasketed joints meeting ASTM 3139. Magnetic utility marking tape and locator wire shall be provided.
Ductile iron pipe conforming to class 52 AWWA C151 with joints conforming to AWWA C111 may be used.
b. Fittings: Water main fittings shall be ductile iron and conform to ANSI A21.10 (AWWA C110) or ANSI A21.53 (AWWA C153).
c. Services: All water service pipe between one inch (1") and two inch (2") diameter shall be type K copper, conforming to ASTM B-88 and ASTM B-251. All water services larger than two inch (2") diameter shall be ductile iron pipe or PVC as described above. Service connections two inches (2") in diameter or less shall be equipped with a Mueller H-15000 corporation stop, Mueller H-15154 curb stop, and Mueller H-10302 curb box or equal approved by village engineer. Corporation stop service saddles shall be Mueller ductile iron with stainless steel straps and bolts as follows: no. DN 2 S 0500 CC - 4"; no. DN 2 S 0905 CC - 8"; no. DN 2 S 1050 CC - 10". Services three inches (3") in diameter and larger shall have gate valves conforming to water main gate valve specifications.
d. Valves:
(1) Valves for pipe up to twelve inches (12") in diameter shall be iron body, bronze mounted resilient seated gate valves with nonrising stems conforming to AWWA C509. The valves shall have mechanical joints conforming to AWWA C111. Gate valves shall be rated for 200 psi minimum working pressure and 400 psi minimum test pressure with zero leakage. Valves larger than twelve inches (12") in diameter shall be ductile iron body, rubber seated, tight closure butterfly valves conforming to AWWA C504. Valves shall be class 150 B. The model and manufacturer shall be compatible with other valves utilized in the village.
(2) Valves in public property larger than four inches (4") in diameter except fire hydrant auxiliary valves shall be placed in valve vaults. Valves in private property larger than six inches (6") in diameter shall be placed in valve vaults.
e. Valve Vaults:
(1) Valve vaults shall be precast, reinforced concrete conforming to ASTM C478 with preformed bituminous joints and vault steps. Vaults for valves eight inches (8") or less in diameter shall be forty eight inches (48") in diameter; vaults for valves larger than eight inches (8") in diameter shall be sixty inches (60") in diameter.
(2) No more than two (2) adjusting rings shall be allowed for a total possible adjustment of eight inches (8"). Frames and closed lids for vaults shall be Neenah R-1712 or approved equal, with "Water" and "Village of Beach Park" embossed thereon and chimney seals installed. Lids shall have a recessed pick hole.
f. Fire Hydrants: Fire hydrants shall be dry barrel type with break flange conforming to AWWA C502. Hydrants shall be equipped with a six inch (6") resilient wedge auxiliary gate valve with valve box with "Water" embossed on the lid. The main valve shall have a diameter of five and one-fourth inches (5.25"). Hydrants shall have two and one-half inch (2.5") and one four and one-half inch (4.5") nozzles with national standard threads. Hydrants shall be rated for 250 psi working pressure and 500 psi test pressure. The model and manufacturer shall be compatible with other hydrants utilized in the village (Mueller Super Centurion 200 or village engineer approved equal, 200 psig working pressure and 400 psig test pressure), color safety red.
4. Construction:
a. Compliance With State Regulations: Water mains and appurtenances shall be installed in conformance with AWWA C600, the material manufacturer's recommendations, the "Standard Specifications For Water And Sewer Main Construction In Illinois", and this title.
b. Required Permits And Certificates: No construction shall begin until copies of all of the required permits from the pertinent public agencies and all required insurance certificates have been filed with the village engineer.
c. Commencing Construction: No construction shall begin until at least forty eight (48) hours after the village engineer has been notified of the intention to begin construction.
d. Trench Bedding: For ductile iron and steel pipe, pipe bedding shall consist of over excavation of the trench bottom and refilling to proper grade with a minimum of four inches (4") of compacted (95 percent standard proctor) CA-6 granular material. For PVC pipe, pipe bedding shall consist of compacted (95 percent standard proctor) class I, CA-5 crushed limestone with a maximum size of one-half inch (1/2") in accordance with the ASTM D-2321-74. Pipe bedding shall be continued to at least one foot (1') above the top of the pipe in maximum six inch (6") lifts. Where deemed necessary by the village engineer based on site and load conditions, concrete cradle or encasement shall be required.
e. Trench Backfill: In unpaved areas, previously excavated materials shall be deposited in maximum twelve inch (12") lifts and shall be mechanically compacted to eighty five percent (85%) standard proctor. Under structures, utilities or paved surfaces (including, but not limited to, streets, sidewalks, and driveways), or in the influence area below paved surfaces, backfill shall be either CA-6 trench backfill placed in six inch (6") layers and compacted to ninety five percent (95%) standard proctor or acceptable excavated materials placed in eight inch (8") layers and compacted to ninety five percent (95%) standard proctor. The influence area shall be considered the area within lines sloped downward at forty five degrees (45°) from the outer edges of paving foundation(s) and utility lines.
f. Water In Trench: Where water is encountered in the trench, it shall be removed during pipe laying and jointing operations. Trench water shall not be allowed to enter the pipe at any time.
g. Water System Connections: All connections to the existing water system shall be made under full water service pressure unless otherwise approved by the village engineer.
h. Fire Hydrants: Fire hydrants shall be installed plumb with the pumper nozzle oriented perpendicular to the roadway or pavement edge. Barrel extension sections shall be provided and installed as necessary to leave the nozzles eighteen inches (18") to twenty four inches (24") above the finished grade. Fire hydrants shall have a minimum of seven (7) cubic feet of one inch (1") to one and one-half inch (1.5") washed river stone placed at the base of the hydrant to provide drainage at the barrel. The break line flange of hydrants shall be not less than one inch (1") or more than three inches (3") above finished ground elevation. Hydrants in the street right of way shall be placed not less than three feet (3'), nor more than five feet (5'), from the back of curb.
5. Inspection And Testing:
a. Inspection:
(1) The developer shall have an employee in charge on site at all times that construction of the water distribution system is underway. The developer shall be fully responsible for the quality of the materials and methods of the construction work and shall bear full responsibility for insuring that the water distribution system meets the requirements of the village.
(2) The village engineer will inspect the water distribution system during construction as it deems necessary. The village engineer shall not be responsible to direct the work of the developer but shall be responsible only to assess the acceptability of the improvement as constructed. In no case shall the village engineer be responsible for day to day quality control of the construction.
b. Testing:
(1) The completed water mains and appurtenances of the water distribution system shall be tested to the satisfaction of the village engineer.
(2) All newly laid water mains shall be subjected to a minimum hydrostatic pressure of 150 psi maintained for not less than two (2) hours. Each valved section of pipe shall be filled with water and the specified test pressure shall be applied by means of a pump connected to the pipe. Hydrants included in the test section shall be tested with the auxiliary valve open and the hydrant closed. Before applying the specified test pressure, all air shall be expelled from the pipe. All leaks shall be repaired until tight. Any cracked or defective pipes, fittings, valves, or hydrants discovered shall be replaced and the test repeated until satisfactory results are obtained. No visible leakage is allowed regardless of the results of the pressure and leakage tests.
(3) The test pressure shall be maintained for the test period within 5 psi of the test pressure. If repumping is required, the amount of water added to the test section shall be recorded. The test section will be accepted only if the leakage determined under the test pressure is less than the allowable leakage. At the conclusion of the test period, the test section shall be returned to the test pressure by repumping. If the total amount of water added to the test section exceeds the allowable leakage, the test fails and the section shall be retested. Allowable leakage shall be determined by the following formulas:
For ductile iron piping (AWWA C600):
L = S x D x P2
133,200
Where:
L = allowable leakage, in gallons per hour
S = length of pipe tested, in feet
D = nominal diameter of pipe tested, in inches
P = test pressure, in psi
For PVC water main (AWWA C605):
L = N x D x P2
7,400
Where:
L = allowable leakage, in gallons per hour
N = number of joints in length of pipeline tested
D = nominal diameter of the pipe, in inches
P = test pressure, in psi
6. Preliminary Flushing: Prior to testing and chlorination, the main shall be thoroughly flushed. If there is no hydrant at the end of a main, a tap shall be provided large enough to effect a velocity in the main of at least two and one-half feet per second (21/2 ft/s).
7. Disinfection:
a. All water mains shall be disinfected and tested according to the requirements of the "Standards For Disinfecting Water Mains", AWWA C601, and as required herein. All disinfection shall be performed by an independent firm with experience in the methods and techniques of this operation. The choice of the testing firm shall be subject to the approval of the village engineer.
b. The chlorinating agent shall be introduced at the beginning of the pipeline extension or any valved section of it through a corporation stop in the top of the newly laid pipe. The preferred source of chlorine is a gas water mixture. Other methods shall be submitted for approval to the village engineer.
c. Water from the existing distribution system or other source of supply shall be controlled so it flows slowly into the newly laid pipe during the application of the chlorine gas.
d. The rate of chlorine mixture flow shall be in such proportion to the rate of water entering the pipe that the chlorine dose applied to the water entering the newly laid pipe shall be at least forty parts per million (40 ppm), or enough to meet the requirements during the retention period.
e. The valves shall be adjusted so that the chlorine solution in the line being treated will not flow back into the line supplying the water.
f. Treated water shall remain in the pipe for at least twenty four (24) hours. The chlorine residual at the pipe extremities and at other representative points shall then be measured to be twenty parts per million (20 ppm) or more. If the amount of residual chlorine is too low, the pipeline extension shall be rechlorinated.
g. After chlorination, the pipeline extension shall be thoroughly flushed until the Illinois environmental protection agency and village engineer approve the replacement water as safe. The water shall be tested over a period of two (2) days. Test samples shall be drawn in the presence of the village engineer from taps located as directed by the village engineer and installed by the developer. The village engineer shall approve testing agencies. Chlorination and testing shall continue until satisfactory results are obtained.
h. Disinfection for pipe that must be placed in service immediately shall be accomplished by thoroughly flushing and swabbing with a strong (150 ppm) solution of hypochlorite immediately prior to assembly. Permission must be secured from the village engineer before this type of disinfection will be approved.
i. All water disposed of from flushing operations shall not contain chlorine concentrations exceeding 0.05 parts per million. All flushing water exceeding this concentration shall be dechlorinated.
j. The cost of flushing, disinfection, sampling, and testing shall be borne by the developer.
8. Repairs Permanent; Equal In Quality: Repairs made to the water system in order to fulfill the requirements of this section shall be permanent and shall be equal in quality to new work constructed in accordance with this section. All such repairs shall be at the expense of the developer. Repairs to the water system will require repetition of all tests. (Ord. 2004-O-14 § 1)