A. General: The requirements contained herein and in the referenced ordinances and standards are considered minimum requirements. The Village Engineer, in the review of the plans and specifications and the inspection of the installation of the improvements, may require additional work if, in his opinion, it is necessary to meet good engineering practices. The Village Engineer may also incorporate in his review of the plans and specifications, by reference, certain standards or require the installation of the improvements to conform to such standards. The following may be used for this purpose:
1. State of Illinois, Department of Transportation, Standard Specifications for Road and Bridge Construction (latest revision).
2. Standard Specifications for Water and Sewer Main Construction in Illinois (latest revision).
3. American Water Works Association Standards.
All improvements shall be in accordance with the Village standards and requirements as given in ordinances and regulations in effect at the time of the submission of the final plat.
B. Parking Lot And Sidewalk Design Requirements: Parking lot design shall be compatible and efficient in relation to reasonable circulation of traffic within the parking lot and the adjacent roadways and land uses. Design of parking lots shall be conducive to the storm water management of the site, public convenience and safety.
1. Design References: All pavements shall be designed and constructed in accordance with the following reference as it applies: Standard Specifications for Road and Bridge Construction, Illinois Department of Transportation, latest edition.
2. Pavement Design Minimums: All private parking lots will be built in accordance with the following minimum standards: The Village Engineer may require that access drives, loading docks, and similar areas that handle heavy traffic loads and/or volumes be improved with a greater pavement section than what is detailed below. The extent of the increase to the pavement section will be determined by the Village Engineer during the plan review process.
3. Subgrade: The subgrade shall be compacted to a minimum ninety five percent (95%) Standard Proctor (ASTM D698). Fill sections shall be done in maximum eight inch (8") lifts. Prior to installation of the stone base, a proof roll will be completed in the presence of the Village Engineer. The proof roll will be completed using a loaded three-axle dump truck weighing at least twenty five (25) tons. The tires shall be designed for highway use and will be properly inflated. The load will be uniformly placed in the dump body. Subgrade deflection shall be no greater than three-eighths inch (3/8") for any wheel. Any areas failing to meet this standard shall be either recompacted to meet this standard or undercut, as directed by the Village Engineer, and replaced with suitably compacted replacement material and retested. After passing the proof roll, geotextile fabric described in subsection B4 of this Section shall be installed.
4. Geotextile Fabric: Prior to placement of the stone base, a geotextile fabric will be installed. This geotextile fabric shall be nonwoven with a minimum grab tensile warp strength of two hundred fifteen (215) pounds. A minimum Mullen burst strength of three hundred sixty (360) pounds and a minimum puncture strength of one hundred fifteen (115) pounds. The fabric shall have a minimum overlap of eighteen inches (18"). Stone used for the base shall be dumped onto the fabric and pushed onto the fabric using heavy equipment. Trucks shall not be permitted to run directly on the fabric.
5. Stone Base: The stone base shall be a minimum of ten inches (10") CA-6 crushed limestone (no crushed concrete). The stone shall be of the proper gradation and moisture content per Illinois Department of Transportation standards. The stone shall be compacted to ninety five percent (95%) Standard Proctor (ASTM D698). Prior to placement of binder, stone shall be proof-rolled using the same methodology employed to test deflection of the subgrade. The subdivider shall engage a qualified testing service (approved by the Village Engineer) to measure compaction and shall promptly forward all test results to the Village Engineer.
6. Asphaltic Paving: Binder course shall be a minimum thickness of two inches (2"), compacted to ninety three percent (93%) of voidless mass (ASTM D2041). A vibratory roller is required for breakdown passes and a static roller is required for finish passes. The subdivider shall engage a qualified testing service (approved by the Village Engineer) to measure compaction. The testing service shall be present to establish a proper rolling pattern to maximize compaction, and the subdivider shall promptly forward all test results to the Village Engineer.
7. Surface Course: The surface course shall be a minimum thickness of one and one-half inches (11/2") compacted to ninety three percent (93%) of voidless mass (ASTM D2041). The surface course will be installed after all major construction has been completed on the site. The binder course shall be evaluated and any areas that have deteriorated shall be removed and replaced prior to installation of surface asphalt. The subdivider shall again engage a qualified testing service (approved by the Village Engineer) to measure compaction. The testing service shall be present to establish a proper rolling pattern to maximize compaction. The subdivider shall promptly forward all test results to the Village Engineer.
8. Parking Lot Slopes: The maximum grades in parking lots shall be five percent (5%), unless approved by the Village Engineer. The minimum pavement slopes shall be 1.2%. The minimum carrying curb and gutter slope shall be no less 0.5%.
9. Storm Structures: The maximum inlet depth shall be no greater than three and one-half feet (3.5') in depth. All storm sewer flow shall pass through a catch basin prior to release to the appropriate detention facility. The sump in the catch basin shall be a minimum of twenty four inches (24") in depth.
10. Sidewalk: All sidewalks shall be a minimum five inches (5") in thickness on four inches (4") CA-6 crushed limestone base (no crushed concrete). The concrete strength shall be four thousand (4,000) psi at twenty eight (28) days, with a maximum four inch (4") slump, and air entrainment of five to eight percent (5–8%). (Ord. 99-3-7, 3-16-1999)