A. 
Private subsurface disposal systems.
(1) 
This section covers all subsurface treatment systems, except shallow absorption trench systems, as listed in Section 75-A.8 of the New York State Department of Health Rules and Regulations, Appendix 75-A of Part 75, Chapter II of Title 10, effective 2-1-1990 or the latest revisions thereof.
(2) 
Private subsurface disposal systems must conform to the minimum requirements established per Appendix 75-A and/or the Department of Environmental Conservation Design Standards for Wastewater Treatment Works (1988) and as expanded herein:
(a) 
Percolation and deep hole tests must be certified by the design professional to the Town on the submitted plans. Percolation and deep hole tests shall be witnessed by the Town Engineer on Thursdays. A schedule will be established by the Town following prepayment of the witness fee to the Planning Board Clerk. The Town's maximum percolation rate for conventional systems is 40 minutes.
(b) 
All private sewage disposal systems shall be designed for individual dwellings containing a minimum of three bedrooms.
[Amended 6-25-2020 by L.L. No. 3-2020]
(c) 
The minimum length of leach line shall be 200 linear feet.
(d) 
The installation of an individual subsurface disposal system must be inspected by a design professional and certified to the Town, along with the submittal of an as-built plan.
(e) 
Any installed system must be completely backfilled and graded within 24 hours of inspection and acceptability by the design engineer.
(f) 
No subsurface disposal system will be installed under adverse weather conditions.
(g) 
There will be no driving or parking over the area of the subsurface disposal system.
(h) 
The area of the leach field system will be final graded and seeded as soon as possible after construction to shed surface water.
(i) 
If trench drains or curtain drains are used to lower the seasonal groundwater around a subsurface disposal system, the site must be a minimum of five acres in area.
B. 
Shallow absorption trench systems.
(1) 
Shallow absorption trench systems as defined in Section 75-A.8 of Appendix 75-A shall be designed in accordance with the Health Department Guidelines listed in Section 75-A.8, and must also comply with the expanded requirements as established for private subsurface disposal systems by the Town of Macedon as listed in Subsection A, Private subsurface disposal systems.
(2) 
In addition, the following criteria have been established for shallow absorption trench systems by the Town of Macedon:
(a) 
The minimum lot area shall be two acres as calculated to the right-of-way line.
(b) 
The end of all tapers and/or fill limits shall be a minimum of 50 feet from any property line.
(c) 
The area to be filled initially shall include the 50% expansion area and all required tapers.
(d) 
Prior to placement of fill, the system area shall be plowed with furrows turned upslope.
(e) 
All fill must be placed in six-inch lifts (maximum).
(f) 
All fill shall be put in place, tested (including witnessing by Town Engineer) and certified as to proper perc rate and compaction by the design engineer prior to issuance of a building permit. Said certification shall also include an as-built of the filled area showing limits of fill relative to property lines, elevations for existing grade and top of fill, setback dimensions, etc.
(g) 
The minimum taper width shall be 20 feet, with side slopes no greater than one vertical to three horizontal.
(h) 
The maximum allowable stabilized percolation rate for shallow absorption trench systems shall be as follows (NOTE: These systems will be allowed for a maximum four-bedroom design.):
[1] 
Forty minutes per inch for three-bedroom designs.
[2] 
Thirty minutes per inch for four-bedroom designs.
(i) 
The maximum length of leach lines shall be 60 feet.
(j) 
A buffer area with a minimum area of five feet must be provided between the sides and ends of all leach lines and the top of tapers.
(k) 
Public water must be provided to the residence.
(l) 
Shallow absorption trench systems shall not be allowed where public sewers are available within 500 feet of the parcel to be developed.
(m) 
Shallow absorption trench systems shall only be considered on sites that are positively drained, with no areas (within or adjacent to a two-acre subarea around the dwelling and leach system) that are subject to standing water seasonally.
[Amended 6-25-2020 by L.L. No. 3-2020]
(n) 
Curtain drains may be used in conjunction with shallow absorption systems, but may not be used to reduce filling requirements or boundary conditions as defined in Appendix 75-A.
(o) 
No construction traffic shall be allowed in the area of the leach system.
C. 
Alternate systems. Alternate systems must be submitted for approval to the New York State Department of Health with the following additional restrictions by the Town:
(1) 
Any alternate system shall comply with supplemental Town of Macedon guidelines as listed in Subsection A, Private subsurface disposal systems, and Subsection B, Shallow absorption trench systems, but the minimum lot area shall be increased to five acres as measured to right-of-way line.
(2) 
Evapo-transpiration systems are not acceptable for new construction.
(3) 
Fill systems require professional certification of percolation tests in the in situ fill and placed fill after it has been in place for at least six months and over at least one winter season.
D. 
Public sanitary sewers.
(1) 
Minimum requirements shall be established by the New York State Department of Environmental Conservation and the Town's Sewer Use Ordinance.[1]
[1]
Editor's Note: The Town's Sewer Use Ordinances are on file in the office of the Town Clerk. The Sewer Use Law of the Gananda Sewer Use District (L.L. No. 1-1993) is included in Ch. 235, Sewers.
(2) 
Gravity sewers; expanded information.
(a) 
Sewer mains shall be a minimum of eight inches in diameter, except in those areas where the sewer shall be of the diameter outlined in a Master Plan.
(b) 
Manhole spacing shall be a maximum of 300 linear feet.
(c) 
The sewer shall be designed at such a depth to provide basement drainage. If site conditions are such that basement drainage cannot be provided to all units, a specific note to that effect shall be placed on the plan.
(d) 
All necessary mains and laterals required to connect to the public sewage system as shown on the final approved plan shall be installed by the developer.
(e) 
Where other utilities parallel or cross the sanitary system, vertical clearance between the systems shall be provided to permit the satisfactory installation of all services.
(f) 
Laterals for each individual lot shall be a minimum of four inches in diameter and have a minimum of slope 1/4 inch per linear foot (2%). Cleanouts shall be provided at a maximum distance of 85 feet, and one shall be located on the right-of-way or easement line. All cleanouts shall include a cast-iron vent cover per Appendix C.[2]
[2]
Editor's Note: Appendix C is included as an attachment to this chapter.
(3) 
Pressure sewers.
(a) 
Pressure sewer systems shall be laid out in a branched or tree configuration to avoid flow-splitting at branches.
(b) 
The required pipe size shall be determined on the basis of these principal criteria:
[1] 
Velocities adequate to assure scouring should be achieved.
[2] 
Size should be determined on the basis of the required flow rate.
[3] 
Head loss should not exceed pumping pressure capabilities.
(c) 
The basis of cumulative flow within the system shall be used.
(d) 
A velocity of two to five feet per second must be achieved at least once and preferably several times per day based on design flows.
(e) 
Design shall be for peak sewage flow rate and negligible infiltration.
(f) 
Four-inch-diameter pipe shall be the smallest used for raw sewage force mains. Smaller pipe may be considered if grinder pumps or similar equipment are installed. These instances will be reviewed on an individual basis.
(g) 
Automatic air-relief valves shall be provided at high points and major changes in slope in the force main to prevent air locking.
(h) 
Force mains shall enter a gravity sewer at the bottom of a manhole in line with the flow. If this is not possible, the force main shall not enter the receiving manhole more than two feet above the flow line.
(i) 
Force mains in systems that operate on a seasonal basis shall be provided within draining capability.
(j) 
Normal operating pressure shall be in the range of 40 to 60 psi and shall not exceed 60 psi for any appreciable amount of time.
(k) 
Cleanouts shall be placed at a maximum spacing of 400 feet, at major changes in direction and where one collector main joins another main. These cleanouts shall include an isolating valve and capped Y-branch fitting located on either side of the isolating valve and pointed upstream and downstream for access during maintenance procedures.
(l) 
Access shall be provided at the upstream end of each force main branch.
(m) 
All appurtenances and fittings shall be compatible with the piping system used and shall be full bore with smooth interior surfaces.
(n) 
Building service connections shall have a minimum diameter of 1 1/2 inches and shall tap into the force main with a corporation stop. A check valve shall be provided near the service pump, and a curb stop and curb box shall be provided at the right-of-way or easement line.
(o) 
The above design parameters have been taken from a publication, Standards for Waste Treatment Works, by the New York State Department of Environmental Conservation. See this publication for more detailed explanation of design considerations.
(4) 
Sewage lift stations. In all cases, the use of gravity systems are encouraged over pump stations. Specific geographic and/or topographic areas may require the use of sewage lift stations to transmit contributory flows to the trunk sewer system.
(a) 
Before sewage pumping stations are designed, they should be discussed with the Town to provide compatible equipment to that already in use.
(b) 
Compliance with Design Criteria of the New York State Department of Environmental Conservation Recommended Standards for Wastewater Facilities (1990) is required.
(c) 
There shall be provision made for an audible and visual battery-operated high-water alarm system.
(d) 
There shall be provision made to operate pumps on supplied auxiliary power equipment.
(e) 
Pump stations shall be designed to have the controls and motors above ground, as manufactured by Gorman Rupp.
(f) 
Elapsed time meters shall be provided on the motors to determine quantity of flow being pumped from the station.
All development projects shall be required to provide for the adequate conveyance of storm drainage through the development. The natural drainage patterns are to be followed as much as possible. Drainage systems shall be sized to accommodate the future potential runoff based on the probable land use and the ultimate development of the upland watershed area based on the Town's drainage study.
A. 
Storm sewers and drainage facilities. A drainage area of up to 1,000 acres shall be designed to transmit the flow of a one-in-ten-year storm. Larger systems and structures on natural watercourse channels shall have design return intervals as follows:
Drainage Area
Design Return Interval
1,000 acres to 4 square miles
25-year
4 square miles to 20 square miles
50-year
20 square miles and above
100-year
B. 
Allowance for overflow conditions. Overflow conditions shall be designed into each system to protect against damage from major storms and provide an outlet for stormwater should inlets or pipes become damaged or plugged.
C. 
Natural channels and open swales. Natural channels are generally preferred alignments for major components of a residential drainage system. However, the utilization of open channels shall be evaluated as to the ease and cost of maintenance, safety hazards and aesthetics. The channels may require special invert or side design to properly convey water while keeping the maintenance cost minimal.
D. 
Runoff computations.
(1) 
The design of storm systems shall be generally established by the Rational Formula:
(Q = CiA)
Where:
Q
=
Runoff in cubic feet per second
C
=
Runoff coefficient
I
=
Rainfall intensity in inches per hour
A
=
Drainage basin area in acres
(2) 
Rainfall intensity figures shall be taken from the charts provided in Appendix F[1] for the time of concentration and return period required for a particular basin.
[1]
Editor's Note: Appendix F is included as an attachment to this chapter.
(3) 
Times of concentration shall be calculated by the design engineer but shall be a maximum of 15 minutes to the first inlet for a residential subdivision.
(4) 
Runoff coefficients.
(a) 
Runoff coefficients shall also be calculated by the design engineer to establish a weighted value representative of the type of development proposed. In general, the following ranges shall be adhered to:
Description of Area or Character of Surface
Runoff Coefficient
Business District
0.70 to 0.95
Residential
Single-family
0.40 to 0.50
Apartments
0.50 to 0.70
Industrial
0.50 to 0.90
Unimproved
0.10 to 0.30
Pavement
0.70 to 0.95
Lawns
0.10 to 0.35
(b) 
Factors to be considered in the determination of the runoff coefficient are soil type, slope of land, development density, etc.
(5) 
Points of discharge shall be recognized United States Coast and Geodetic Survey drainage courses which may require the developer to acquire downstream easements for dedication to the Town.
(6) 
Culverts shall be designed to accommodate the design storm for the drainage area but shall be checked for the next highest increment of storm return interval to evaluate the possible complications. Headwater and/or tailwater calculations will be required to determine ponding that may occur. In general, the use of multiple culverts is discouraged because of maintenance problems. Inlets and outlets of culverts shall be protected from erosion or turbulence problems by the use of riprap, headwalls, energy dissipaters, etc.
(7) 
Backyard swales shall be designed with minimum side slopes of one on four and a minimum longitudinal slope of 1.0%. Field inlets shall be generally provided every 300 linear feet at all low points and where swales intersect.
(8) 
Retention or detention ponds may be required for developments within the Town where, in the judgment of the Planning Board and the Town, these facilities may be applied to the existing conditions or topography which dictate the practicality of this alternative. If a detention pond is to be used on the site, the following parameters shall be adhered to:
(a) 
The pond shall be designed to accommodate the return interval storm for the drainage basin size plus a one-foot zero-inch minimum freeboard.
(b) 
The pond outlet should be protected against erosion.
(c) 
An overflow mechanism should be designed to allow for the next larger return interval design storm.
(d) 
Ponds designed in fill or using dikes shall consider soil stability of the facility.
(e) 
Runoff calculations for larger facilities may use alternate methods such as the unit hydrograph or one of the Soil Conservation Service methods applicable to the situation and acceptable to the Town.
(9) 
The design engineer shall submit as a minimum, the following information for review of the drainage design:
(a) 
A United States Coast and Geodetic Survey quadrangle reprint with the development and drainage basin outlined.
(b) 
A tabular form (see Appendix G[2] for typical) showing computed runoffs and design capacities of the system.
[2]
Editor's Note: Appendix G is included as an attachment to this chapter.
(c) 
A map of the development showing the on-site drainage areas with inlets numbered in conjunction with the tabular calculation sheet.
E. 
Storm drains.
(1) 
Minimum pipe size shall be 12 inches in diameter.
(2) 
Minimum velocity when flowing full shall be three feet per second.
(3) 
Maximum manhole and catch basin spacing shall be 300 linear feet.
(4) 
In general, only natural waterways may be continued in open channels. Street drainage and other parts of a storm sewer system shall be in closed conduits. When gradient and tributary runoff requires conduit greater than 36 inches in diameter, then open channel design may be considered.
F. 
Storm laterals. Gravity laterals shall be a minimum of four inches in diameter. Sump pumps with check valves will be permitted to discharge to storm laterals or, in the absence of storm sewers, to splash pads directed to side or rear yard drainage swales. Roof runoff will not be permitted to tie into the storm laterals directly but shall discharge to splash pads.
G. 
Catch basins. Catch basins shall be placed at all low points and intersections with maximum spacing of 300 feet. Catch basin leads shall only be connected to the storm sewers at manholes, except in those areas where the storm sewer is 24 inches in diameter or greater.
H. 
Storm manholes. Storm manholes shall be designed to accommodate the pipes entering and exiting the structures. A schedule of manhole diameters shall be provided on the final plan.
I. 
Drainage easements. The minimum easement width shall be 20 feet, but the actual width acceptable to the Town will consider all those factors previously listed.
All work performed and materials furnished for the purpose of supplying the development with potable water shall comply with Recommended Standards for Water Works (1987) and Chapter 281, Water, of the Code of the Town of Macedon.
A. 
Design.
(1) 
Water supply system shall be designed to provide adequate domestic usage and fire protection. Where public water supply is not accessible, an alternate private supply shall be furnished which conforms to New York State Health Department regulations.
(2) 
All main and service sizing shall be substantiated by the design engineer using updated flow data provided by the Water/Sewer Superintendent.
(3) 
All water mains shall be a minimum of eight inches, except:
(a) 
Where mains are part of a major transmission distribution network, in which case the Town may require a larger size main.
(b) 
Where project demands allow a smaller main while still providing adequate fire and domestic flows.
(4) 
In no case will the Town accept for dedication a main smaller than four inches in diameter.
B. 
Hydrants. Hydrants shall be spaced to comply with ISO requirements but at maximum intervals of 500 feet in subdivisions and 600 feet in open spaces.
C. 
Valves.
(1) 
Valves shall be located such that no more than 30 dwelling units, and no more than two hydrants need be out of service for repair of a water main. Valves shall generally be provided at intersections and shall be no more than 1,200 feet apart along the water main.
(2) 
Additional valves may be required at creek and/or railroad crossings, depending on network configuration and permit requirements.
D. 
Dead-end mains. Two-inch blowoff units shall be provided at the end of all dead-end mains.
E. 
Water services. A minimum three-fourths-inch water service to the right-of-way line of all individual lots shall be provided or where an easement is provided, the service shall extend to the easement line. All services under dedicated roads shall be Type K copper without line couplings.
F. 
Meter pits for individual services. Meter pits shall be installed when the water service length is greater than 350 feet from the center line of a given road or at the discretion of the Water/Sewer Superintendent.
A. 
General.
(1) 
The finished grading on developed lands shall provide for the effective removal of stormwater runoff to a drainage system.
(2) 
In general, the design engineer shall try to establish a finished grade at the structure line to permit a minimum of grade of 2.0% away from the structure to the drainage system.
(3) 
Drainage shall generally be to side or rear lot swales, provided that:
(a) 
Swales are of a proper cross section to permit ease of maintenance by the individual owner.
(b) 
Easements are provided for access and/or maintenance where necessary.
(c) 
For driveways and private roads:
[Amended 9-14-1995 by L.L. No. 6-1995]
[1] 
All driveways and private roads shall be of a width of 15 feet plus three feet of shoulder, each side, to allow firefighters and ambulance crews to walk around their equipment without slipping off the driveway or private road.
[2] 
The slope shall not be greater than 12% at any point in the driveway or private road.
[3] 
The minimum turning path for residential and commercial driveways shall be determined using the American Association of State Highway Transportation Officials (AASHTO) Standards for general design of highways and streets. Minimum radii for individual driveways shall be sufficient to accommodate a bus-type vehicle 40 feet in length in accordance with said AASHTO standards. Additional driveway width and turning radii length may be required, as determined jointly by the Town Engineer and the Fire Marshall for the Town of Macedon, in conjunction with the Planning Board.
[4] 
There shall be a landing area at the top of the grade that will accommodate emergency vehicles so that the vehicle shall have safe access to the principal building on the site.
[5] 
When cutting into a hill, both the uphill slope and downhill slope shall be such that it is stable and can hold vegetation and be maintained.
[6] 
The Town Fire Marshall shall approve and sign all maps.
[7] 
The property owner shall provide and maintain adequate horizontal and vertical clearance for all emergency vehicles along driveways and private roads.
(d) 
Where multilot grading is proposed, all swales required for positive drainage will be installed prior to the issuance of a building permit.
B. 
Grading plan. A grading plan shall be submitted with the final plan for any development, showing at a minimum the following items:
(1) 
Existing contours.
(2) 
Proposed finish contours.
(3) 
Spot elevations of proposed finish grades at key locations.
(4) 
Garage floor elevations.
(5) 
Minimum elevations of any architectural opening where flood hazard areas exist.
(6) 
Culvert invert elevations.
(7) 
All elevations shall be established from United States Coast and Geodetic Survey datum, and the plan shall show a site benchmark.
A. 
The following designations will be used by the Town to classify roads and their respective design criteria:
(1) 
Town collector.
(2) 
Local (subdivision).
(3) 
Rural development.
(4) 
Private (nondedicated).
B. 
The basic considerations of each road classification are as follows:
(1) 
Town collector:
(a) 
Provides connections to major roads and represents major traffic pattern throughout the Town.
(b) 
Design speeds of 55 miles per hour.
(c) 
High volumes of traffic.
(d) 
Provide access to local roads.
(e) 
A relatively low density of development abutting such a road.
(f) 
Represents a typical road built or reconstructed by the Town Highway Department.
(2) 
Local (subdivision):
(a) 
Densities as permitted by Chapter 300, Zoning.
(b) 
Design speeds of 30 miles per hour or less.
(c) 
Low volumes of traffic.
(d) 
Individual driveways at regular intervals.
(e) 
Usually has no effect on overall Town traffic pattern.
(3) 
Rural development:
(a) 
Densities of less than 1/2 unit per acre.
(b) 
Low volumes of traffic.
(c) 
Has no effect on Town traffic patterns.
(d) 
Design speeds of 30 miles per hour.
(e) 
Can be dedicated to the Town or maintained by a legally formed homeowners' association.
(4) 
Private (nondedicated and more than one user):
(a) 
Has fee ownership on a dedicated street.
(b) 
Low volumes of traffic.
(c) 
Has no effect on overall Town traffic patterns.
(d) 
Design speeds of 30 miles per hour or less.
(e) 
Maintenance is covered by a deed agreement or homeowners' association, depending on the number of units.
C. 
Each of these roads has basic characteristics which may be varied to be consistent with unique proposals of development and construction. The individual variations of the conditions will not be permitted if they sacrifice design safety or maintenance of a proposed road type. Standard roads shall comply with the typical cross sections shown on Appendices H and I.[1]
[1]
Editor's Note: Appendices H and I are included as an attachment to this chapter.
A. 
Rights-of-way.
(1) 
Minimum widths shall be 60 feet for dedicated roads.
(2) 
Private underground utilities shall be located on easements beyond right-of-way limit.[1]
[1]
Editor's Note: Former Subsection A(2), regarding private drive widths, was repealed 9-11-1997 by L.L. No. 3-1997. This local law also renumbered former Subsection A(3) as Subsection A(2).
B. 
Horizontal alignment. The following factors shall be incorporated into the design of each road type:
(1) 
Sight distance must conform to minimum safe stopping sight distance per Geometric Design of Highways and Streets (AASHTO), latest edition.
(2) 
There shall be clear sight at intersections.
(3) 
No center-line intersection angle shall be less than 75°.
(4) 
Minimum center-line radius shall be 150 feet.
(5) 
Road pavement intersections shall have a minimum radius of 35 feet.
(6) 
Culs-de-sac should not exceed 1,000 feet in length and end with a turnaround. (See Appendices J and K[2].)
[2]
Editor's Note: Appendices J and K are included as an attachment to this chapter.
(7) 
Access to future developments will be provided to property lines.
(8) 
Tangent sections shall be used between curves to maintain the proper flow of traffic at design speeds.
C. 
Vertical alignment. The minimum length of vertical curves shall be based upon current American Association of State Highway and Transportation Officials policy covering selection of vertical curve length based upon stopping-sight distance, passing-sight distance, riding comfort and headlight-sight distance. Vertical curves are required whenever changes in grade exceed 1%.
D. 
Road grades (dedicated):
(1) 
Minimum: 0.7% with shoulders; 0.5% with gutters.
(2) 
Maximum: 6%. Maximum grade may exceed 6% for short distances, with engineering justification and Town approval.
E. 
Leveling areas. Leveling areas shall be incorporated at all intersections for a minimum distance of 100 feet from the edge of the pavement, and the grade shall not exceed 3%.
F. 
Road widths:
[Amended 9-11-1997 by L.L. No. 3-1997]
Class
Pavement Width
(feet)
Edge Treatment
Drainage
Town collector
22 (min.)
5-foot shoulder
Roadside swale
Local (subdivision)
22
30-inch concrete gutters
Underground conduit
Rural development
22
4-foot shoulder
Roadside swale
Private
18
2-foot shoulder
Roadside swale
G. 
Special considerations.
(1) 
Roadside swales. Where grades exceed 5% and/or unstable soil conditions warrant, the swales shall be designed to control flow velocities.
(2) 
Underdrains. When soil or subsurface conditions could cause base failures in the road, the developer will be required to install underdrains. The method used shall be subject to the review and approval of the Town Engineer and the Superintendent of Highways.
(3) 
Frontage development. Where frontage development is to be approved along collector roads, the Planning Board may require that the roadside swale be enclosed in conduit along the fronts of the development. Such conduits shall be of the proper size to accommodate anticipated flows as previously outlined. A parallel access road may also be considered by the Planning Board and discussed during sketch plan submittal.
A. 
General requirements. The design engineer shall consider the proposed use of the road when preparing a road design. The following criteria is listed as minimum standards to be considered by the designer. It is the intent of these requirements to obtain a road and a base that is stable and capable of supporting H-20 loading to the sites. (Note: All depths are compacted thicknesses.)
B. 
Minimum design standards shall be as follows:
(1) 
Town collector:
(a) 
Two six-inch lifts of No. 2 and No. 3 crushed stone, equally mixed.
(b) 
One three-inch lift of Type 2 crusher-run stone.
(c) 
Asphaltic concrete courses shall be two inches of Type 3 binder and one inch of Type 7F top.
(d) 
A nine-inch-thick stabilized shoulder constructed of crushed stone with a single seal of 0.4 gallons per square yard of hot bituminous liquid with 25 pounds per square yard of first stone.
(2) 
Local (subdivision):
(a) 
Two five-inch lifts of No. 2 and No 3 stone, equally mixed.
(b) 
One three-inch lift of Type 2 crusher-run stone.
(c) 
Asphaltic concrete courses shall be two inches of Type 3 binder and one inch of Type 7F.
(d) 
Concrete gutters shall be per Appendix M.[1]
[1]
Editor's Note: Appendix M is included as an attachment to this chapter.
(3) 
Rural development: Design depends on whether the road is to be dedicated or maintained as private. The design engineer should incorporate the points established for local/private as necessary.
(4) 
Private:
(a) 
One six-inch lift of No. 2 and No. 3 crushed stone, mixed equally.
(b) 
One three-inch lift of crusher-run stone.
(c) 
A private drive off a dedicated road shall:
[1] 
Be designed to keep surface water flows from entering the travelway of the dedicated street.
[2] 
Provide soil erosion measures on the site as it is being developed.
[3] 
Provide an adequately sized culvert with end sections or headwall treatment.
[4] 
Have the area finish graded and seeded immediately upon completion of the private drive base.
[5] 
Provide a hard surface from the edge of the existing pavement at least 30 feet toward the developed site.
[6] 
Not exceed a slope greater than 3% from the edge of the pavement to a point 30 feet into the property being developed.
[7] 
Have a maximum grade within the development site of 12%.
A. 
Driveway culverts shall be provided along existing road frontage lots to properly convey roadside drainage. The culverts shall be installed to the proper grade to allow the natural flow of water. All driveways and/or culverts installed shall be subject to the review of the Superintendent of Highways having jurisdiction on the road.
B. 
Driveway culverts shall be a minimum of 12 inches in diameter unless they are a part of a larger drainage course which may require larger diameter pipes.
C. 
The culverts shall extend a minimum of five feet beyond the edge of the access driveway and be provided with end sections or headwalls. The slope from the driveway to the culvert end section shall be graded and seeded to maintain the slope stability.
D. 
Elevations shall be set by United States Coast and Geodetic Survey datum.
E. 
Culverts shall have a minimum of six inches of cover.
Where land areas are reserved for future connections to adjacent parcels, all improvements, i.e., sanitary, storm, water, roads, will be constructed to the common property line.