[Amended 12-3-1999 by L.L. No. 33-1999]
A. 
Incorporated into chapter. The Town Planning Board, in conjunction with the Town Engineer, has developed Standard Details regarding the design of various required subdivision improvements, including without limitation those set forth in § 220-1.05G(1) of this chapter. Said standard details are hereby adopted and incorporated herein as Part 5, Appendix, Article XXI, Standard Details, of this chapter and declared to be a part hereof. Such standard details may consist of more than one sheet and from time to time may be amended by the Town Board by local law without the necessity to amend any other provision, part or section of this chapter.
B. 
Town Engineer's approval. All manholes, catch basins, seepage pools, recharge basins, road cross sections, fire protection improvements and the like shall be constructed in accordance with the standard details.[1] A print of the appropriate standard details shall be incorporated in each set of final road and drainage plans submitted for the Town Engineer's approval.
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
A. 
Proportioning. Concrete shall consist of one part portland cement, two parts of clean washed sand, four parts of three-fourths-inch broken stone or cleaned washed gravel.
B. 
Strength. All concrete shall have a minimum compressive strength of 3,500 pounds per square inch when tested 28 days after pouring.
C. 
Temperature. Concrete shall be poured at a minimum temperature of 40° F. and rising.
D. 
Curing. Concrete shall be maintained in a moist condition for at least five days after placement.
E. 
Rejection. All concrete shall be deposited with a designed slump of four inches to five inches. Any concrete not acceptable to the Town Engineer shall be rejected and immediately removed from the job site.
A. 
Material. All reinforcing steel shall conform to the ASTM Specification No. A15, latest edition with deformations conforming to ASTM Specification No. A305, latest edition.
B. 
Placing. Reinforcement shall be accurately placed in accordance with the approved plans and shall be held securely in place during the pouring of concrete.
A. 
Material. All drainage piping shall be either reinforced concrete pipe in accordance with ASTM Specification No. C 76, latest edition or corrugated metal pipe in accordance with ASTM Specification No. M 36-70. Corrugated metal pipe shall be a minimum of 16-gauge and shall be fully coated with a factory applied bituminous coating. However, all piping in a subdivision must be of one type or the other.
B. 
Placing. All drainage piping shall be accurately laid to the grades as shown on the plans. All pipe shall be well bedded in place, and concrete pipe shall be laid with bell ends up grade with all joints adequately cemented. Corrugated metal pipe shall have field connections consisting of corrugated bands so constructed as to lap on equal portions of each of the pipe sections to be connected.
A detail of the recharge basin shall be required in accordance with § 220-2.11D(5)(f) and the Standard Details.[1] The location of these drainage facilities, dimensions, elevations, fencing, ramp and planting shall be shown.
A. 
Excavation. Excavation shall be carried down to good leaching material. A test hole shall be required at the bottom elevation of the recharge basin and shall indicate at least five feet of good leaching material. Percolation tests may be required at the discretion of the Town Engineer.
B. 
Ramp. A twelve-foot wide ramp at a maximum grade of 10% shall be provided to the higher level of the bottom of the basin for maintenance purposes. The ramp shall be paved to a width of 10 feet in accordance with the Planning Board's road specifications.
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
A. 
A six-foot-high green or brown vinyl-coated chain link or alternate type fence to be approved by the Planning Board shall be erected around the recharge basin.
B. 
Chain-link fabric shall be two-inch mesh, No. 9-gauge wire, hot-dipped galvanized after fabrication. Wire shall be twisted and barbed top and bottom. All necessary pipe shall be galvanized with sizes and weights as follows:
(1) 
Line posts: one-and-seven-eighths-inch H-beam at 2.75 pounds per linear foot or two-inch outside diameter pipe at 2.72 pounds per linear foot.
(2) 
Corner posts: three-inch outside diameter pipe at 9.79 pounds per linear foot.
(3) 
Gateposts: four-inch outside diameter pipe at 9.11 pounds per linear foot.
C. 
Fence shall include a one-and-five-eighths-inch outside diameter top rail securely jointed with necessary expansion sleeves.
D. 
A concrete curb eight inches by 18 inches shall be provided under the entire length of the fence, and the depth shall be increased to 36 inches at all posts.
E. 
Three five-sixteenths-inch galvanized rods 12 inches long shall be placed two feet six inches apart in each ten-foot panel. There shall be a one-foot-long right-angle hook formed on one end of the rod. The hook end of the rod shall be placed five inches below the top surface of the concrete curb. After fabric has been placed, the top six inches of the rod shall be bent toward the inside of the reaching basin to form a tight hook around mesh wire.
F. 
All terminal posts shall be furnished with horizontal braces and turnbuckle attachments with three-eighths-inch rods. Braces shall be one-and-five-eighths-inch outside diameter pipe at 2.27 pounds per linear foot.
G. 
Fittings shall be galvanized malleable iron or pressed steel. All ties to be of No. 9-gauge aluminum wire. For line posts installed, one tie for every foot of fabric height. For rail and braces, the ties shall be approximately 24 inches apart.
H. 
Three strands of aluminum barbed wire running the entire length of the fence above the fabric and gates and supported on the line posts by means of inwardly sloping barb arms at an angle of 45° shall be installed.
I. 
Double gates for a sixteen-foot-wide opening shall be installed in accordance with manufacturer's specifications. The gates shall be reinforced with one-and-five-eighths inch outside diameter pipe welded to frame and three-eighths-inch rods attached at the corners with a turnbuckle. All welds shall be painted. Fabric shall be two-inch mesh by No. 9-gauge wire, galvanized. Gate shall be equipped with a drop bar locking device and lock.
J. 
North land hinge OH-45. or equal, Northland drop bar locking device G-10, or equal, and Wickwire center shop No. 8725, or equal, shall be used on all entrance gates. All material shall be hot-dipped galvanized after fabrications.
K. 
A reinforced concrete curb 18 inches wide and 24 inches deep shall be constructed under the gate opening extending six inches beyond the gateposts. The top of the curb shall be 1 1/2 inches below the bottom rail of the gates. The locking device for the gates shall extend into an approved center top set in the concrete curb. One lock and two keys shall be delivered to the Superintendent of Highways. Locks shall be bronze body and cylinder as manufactured by Yale and Town No. 852, keyed alike to key change No. 18970.
All streets shall be paved to the widths as required. The typical street cross section shall be as shown on the Standard Details.[1] All parking areas shall be improved to the dimensions shown on the approved plan. Where paved parking areas are deemed necessary and appropriate by the Planning Board or where applicants propose paved surfaces, such paving shall conform to the cross section on the Standard Details.
A. 
Preparation of subgrade. All trees, stumps, large stones and debris shall be removed from the construction area. The subgrade shall then be prepared by excavating or filling to the approved cross section and profile with all visible roots and large stones removed.
B. 
Preparation of subbase.
(1) 
The subbase shall consist of a minimum of eight inches of a mixture of nonplastic, well-graded sand, silt and clay conforming to classification group A-1 of the United States Public Roads Administration as follows:
(a) 
Liquid limit: 25 maximum.
(b) 
Plasticity index: six maximum.
(c) 
Shrinkage limit: 14 to 20.
(d) 
Centrifuge moisture equivalent: 15 maximum.
(e) 
Shrinkage ratio: 1.7 to 1.9.
(f) 
Volume change: zero to 10.
(g) 
Linear shrinkage: zero to three.
(h) 
Percent silt: 10% to 20%.
(i) 
Percent clay: 5% to 10%.
(j) 
Percent passing No. 10: 20% to 100%.
(k) 
Percent passing No. 40: 10% to 70%.
(l) 
Percent passing No. 200: 3% to 25%.
(2) 
The subbase shall be carefully shaped to the approved cross section and profile and then compacted with a self-powered roller weighing at least 10 tons to a compacted density of 95% at optimum moisture content. Upon completion of the subbase compaction, the developer shall request a fine grade inspection by the Town Engineer and shall not proceed with further roadwork until such inspection has been made and the roadwork approved. Should the subbase material be found to be unacceptable, the developer shall use one of the following procedures:
(a) 
Remove the unacceptable subbase material to a depth of eight inches and replace with group A-1 material.
(b) 
Mix subbase to a depth of eight inches with the proper amounts of new soil causing the subbase material to fall within the limits of group A-I material.
(c) 
Prior to the placement of any base course materials, the subbase shall be cleaned of all loose and foreign material.
C. 
After approval by the Town Engineer of the prepared subbase as per § 220-3.23B, a two-and-one-half-inch bituminous binder base course shall be placed. Material shall consist of New York State Department of Transportation Type 3 asphalt concrete binder. Alternate base course specifications, including the use of recycled products, may be used. Any substitution must be requested in writing to the Superintendent of Highways and may only be used if approved, in writing, by the Superintendent of Highways.
[Amended 6-21-1991 by L.L. No. 16-1991]
D. 
Alternate base course.
(1) 
Description. This base consists of dry-bound dense graded aggregate base course which shall be uniformly placed so that, after thoroughly rolling and compacting, a minimum depth of 4 1/2 inches for residential roads and a minimum depth of six inches for commercial roads is obtained.
(2) 
Materials.
(a) 
The base course blend shall consist of well-graded crushed stone. The base course blend shall be the following mechanical gradation:
Screen Size
Percent Passing
1 1/2 inches
100
1 inch
90 to 100
1/2 inch
65 to 85
3/8 inch
55 to 75
No. 4
40 to 55
No. 8
30 to 45
No. 30
16 to 27
No. 200
0 to 10
(b) 
The amount of material passing the two-hundredth-mesh screen shall be determined by washing in accordance with ASTM Designation No. C-117-62T. The portion of the base course blend that is smaller than No. 40 screen shall have a plasticity index of zero, according to ASTM design No. D424, latest edition. The course aggregate shall be a resistance to abrasion by the Los Angeles abrasion test of not more than 20.
(c) 
Of the particles retained on the one-half-inch square sieve, no more than 10% by weight shall consist of flat or elongated pieces. A flat or elongated piece is defined herein as one, the greatest dimension of which is more than three times its least dimension.
(d) 
The course aggregate, when subjected to five cycles of the soundness test, shall have a weight loss of not more than 5% when sodium sulfate is used. The material shall also achieve a maximum dry density of not less than 145 pounds per cubic foot at optimum moisture content when tested in accordance with ASTM Designation No. D 1557, latest edition, a method D, except that the sample used shall retain all of the course aggregate sizes.
(3) 
Method of construction.
(a) 
The soil subbase shall be smooth, parallel to and at the required depth below the dense graded base surface. The soil subbase shall not be in a muddy or frozen condition. The dense graded base material shall be deposited on the soil subbase by means of a dump truck spreader tailgate or any other approved method of depositing.
(b) 
The spreading of the material shall be by means of approved self-propelled spreader equipment. No segregation of large or fine particles will be allowed, and the material as spread shall be well graded. After the base course has been laid loose, it shall be thoroughly rolled with an approved roller weighing not less than 10 tons. Rolling must begin at the sides and continue until there is no movement of the course ahead of the roller. A pneumatic roller shall be employed at all times as for breakdown rolling.
(c) 
The base course shall be kept in a moist condition to allow compaction to maximum density. Six percent moisture shall be a guideline for the optimum moisture content.
(d) 
In lieu of the above method of finishing rolling, the contractor may, at his option. use a vibratory method as follows: after the material is spread evenly, so that it will have required thickness after compaction, the entire area shall be compacted by an approved vibratory compactor. Vibration shall continue until the material is keyed sufficiently to permit rolling with an approved roller without displacement of the material. For breakdown rolling a pneumatic roller must be used.
(e) 
Care shall be exercised to see that the voids in the base course are completely filled, but the operation of vibratory compaction shall not be such as to cause floating of the course aggregate.
(f) 
The entire area shall then be rolled with an approved roller weighing not less than 10 tons. Rolling shall begin at the sides and continue toward the center and shall continue until there is no movement of the course ahead of the roller.
(4) 
Testing.
(a) 
The thickness of the base course shall be determined by the method directed by the Town Engineer, and a sieve analysis shall be performed as directed by the Town Engineer.
(b) 
Upon completion of the aggregate base course, the contractor shall request an inspection by the Town Engineer and shall not proceed with further roadway work until such inspection has been made and the work approved.
E. 
Run-of-bank plant mix, asphalt base course. An asphaltic run-of-bank bituminous plant mix may be used in lieu of the stabilized or compacted stone base. This base course shall be composed of run-of-bank bituminous plant mix, properly spread and compacted to a required thickness of 2 1/2 inches. This type of asphalt base may only be used for driveways, common driveways or parking areas, unless otherwise approved by the Superintendent of Highways.
[Amended 6-21-1991 by L.L. No. 16-1991; 12-3-1999 by L.L. No. 33-1999]
F. 
Asphalt concrete paving. After completion, inspection and approval of the base course installation, asphaltic concrete with a minimum thickness of 1 1/2 inches shall be placed.
(1) 
Materials.
(a) 
Asphalt cement. The asphalt cement shall meet the following requirements:
[1] 
Homogeneous and free from water.
[2] 
Specific gravity at 77° F. shall be 1.00 to 1.04 for petroleum asphalts.
[3] 
Penetration of 77° F., 100 g., five seconds shall be 85-10.
[4] 
Percent penetration at 39.20 F., 200 g., one minute to the penetration at 77° F. shall be not less than 30.
[5] 
The loss on heating at 325° F. shall be not more than 1% and the penetration of the residue shall be not less than 60.
[6] 
Solubility in carbon tetrachloride shall not be less than 99.5% for petroleum asphalts.
[7] 
It shall not flash below 34.7° F. when tested by the Cleveland open cup method.
[8] 
The ductility at 77° F. shall not be less than 60.
(b) 
Asphalt concrete: The asphaltic concrete shall consist of a uniform mixture of broken stone, sand, mineral filler and hot asphalt cement in accordance with the following:
Material
Sieve Size Square Openings
Percent Passing by Weight
Broken stone
1/2 inch
100
3/8 inch
50 to 100
No. 4
30 to 70
Sand and stone
No. 10
22 to 45
No. 40
12 to 35
Screenings
No. 80
7 to 20
No. 200
3 to 6
[1] 
The normal asphalt content shall be 5% to 7 1/2% by weight to total mix. Upper limit may be raised when using absorbative aggregate.
[2] 
The course aggregate shall consist of clean, durable, broken stone showing a percent of wear when tested by the Devel method, ASTM Designation No. D-2-33, or subsequent revisions, of not more than 3.5%. It shall show not over 10% loss when subjected to five cycles of a sodium or magnesium sulfate soundness test, ASTM Designation No. C-88-41T, or subsequent revisions. Coarse aggregate shall be considered to be that portion retained on the No. 4 sieve.
[3] 
The fine aggregate shall consist of clean, natural washed sand, rock sand or a combination of any of these materials.
[4] 
Preparation. Prior to the arrival of the mixture on the job, the base shall be cleaned of all loose and foreign material.
[5] 
Placement. The pavement shall be deposited on the subbase by a mechanical spreader and compacted to a minimum thickness of 1 1/2 inches with a self-powered, ten-ton, two-wheel roller. Rolling shall continue until all irregularities and roller marks disappear and the surface shows no further compressibility. All pavement not accessible to the roller shall be tamped with heated tampers weighing not less than 25 pounds, having a bearing area not exceeding 48 square inches. In lieu of heated tampers, mechanical tampers may be used. The finished surface shall be smooth and even and shall not vary more than 1/4 inch in 10 feet from the cross section or more than 3/8 inch from true elevation. After completion of the top course pavement installation, an inspection by the Town Engineer will be required.
G. 
Topsoil and seeding.
(1) 
Areas disturbed by construction work will be smooth graded, will have objectionable exposed material removed from the surface, will be topsoiled and seeded to prevent erosion of slopes, gutters and pavements.
(2) 
Topsoil and seeding shall be in accordance with § 220-3.24A and D, and an established stand of grass suitable for mowing will be required before roads can be considered for acceptance.
H. 
Shoulder sealing. After completion of the asphalt concrete pavement, the exposed base course shoulders shall be sealed with two coats of one-fourth-to-three-eighths-inch stone chips and asphaltic oil as shown on the Standard Details.[2] The asphaltic oil shall be applied at the rate of 0.50 gallons per square yard for the first coat and 0.30 gallons per square yard for the second coat. The stone chip shall be applied at the rate of 20 pounds per square yard for each coat. After placement of each coat, the entire shoulder area shall be rolled with a roller weighing not less than 10 tons. Shoulder sealing shall only be used if shown on approved plans or if required by the Superintendent of Highways or the Town Engineer.
[Amended 6-21-1991 by L.L. No. 16-1991]
[2]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
I. 
Common driveway construction. (See Standard Details.[3])
[Amended 12-3-1999 by L.L. No. 33-1999]
(1) 
Preparation. After clearing the required road width and prior to applying the crushed stone and asphalt oil, the subgrade and granular base shall be cleaned of all loose material.
(2) 
Pavement materials. The pavement shall consist of a granular base with a minimum thickness of eight inches, meeting the requirements of § 220-3.23B(1). Subsequently, two applications of three-eighths-inch crushed stone and asphalt oil shall be placed to a thickness of 3/8 inch per application. After setting, all excess crushed stone is to be removed.
(a) 
Materials and placement. Crushed stone with RC 30 asphalt oil or approved equivalent: installed at the rate of five-tenths (0.5) gallons per square yard for the first coat, and thirty-five hundredths (0.35) gallons per square yard for the second coat. The stone applied at the rate of 20 pounds per square yard for each coat.
(b) 
The installation will be in two applications, 24 hours apart. (See Standard Details.)
(3) 
The above specifications shall apply unless otherwise shown on approved plans or directed by the Town Engineer.
[Added 6-21-1991 by L.L. No. 16-1991]
[3]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
J. 
Street and common driveway intersections with state or county roads: These intersections shall be constructed as shown on the detail supplied by the appropriate agency permit. [See § 220-3.02D(3) and (4).]
[Amended 12-3-1999 by L.L. No. 33-1999]
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
A. 
Street trees shall be provided in all subdivisions in lieu of adequate existing trees.
B. 
Trees shall be of a species approved by the Planning Department adapted to grow under the town's climatic conditions. They shall be vigorous, of symmetrical growth, free of insect pests and disease, suitable for street use and durable under the maintenance regime stipulated.
C. 
The average trunk diameter measured at a height of six feet above the finished ground level shall be a minimum of three to four inches depending on good practice with reference to the particular species to be planted.
D. 
Trees shall be planted at intervals of from 30 to 60 feet apart (depending on the species and location of lot lines) along both sides of the street and shall be located within the street right-of-way eight feet from the property line.
E. 
All planting shall be done in conformance with good nursery and landscaping practice.
F. 
All trees at transplanting shall have an adequate sized ball of earth encompassing the roots in conformance with sound landscaping practice and upon planting shall be staked as per the Standard Detail sheet.[1] All trees, whether existing or transplanted, shall be in a healthy condition at the time of the dedication of improvements to the town.
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
G. 
All trees whether existing or transplanted shall be maintained consistent with good nursery and landscaping practice.
A. 
Any parking lot with six or more parking spaces adjoining a street shall have the street frontage screened with one or more of the following: planted hedge, landscaping berm or fence. The area between such screen and the street shall be stabilized with a planting of acceptable plant species. In cases where existing vegetation already provides adequate screening, such hedge, landscaping berm and/or fence requirement can be waived by the Board.
B. 
A parking lot which adjoins a residential development on an adjacent site shall be screened by one or more of the following: planted hedge, landscaping berm or fence.
C. 
In parking lots serving residential uses, planting areas shall generally be provided after each six parking spaces in any row at the ends of each row of parking spaces in order to encourage the use of trees in parking areas.
D. 
In order to prevent large unbroken expanses of parking, commercial parking lots shall have at least 5% of their surface devoted to landscaping (exclusive of setbacks and street screening) arranged in an appropriate and effective manner.
E. 
Screen planting. Shrubs shall be planted four feet apart in a staggered or straight line three feet from the parking area boundary. The minimum height of each shrub shall be two feet, and minimum spread shall be two feet. Trees shall be placed eight feet apart and five feet from the parking area boundary. The minimum height of each tree shall be four feet, and the minimum spread shall be three feet. At least 50% of all trees and shrubs shall be evergreens in any one screen. All shrubs and trees to be used in screens shall be approved by the Planning Department.
F. 
All trees and shrubs at transplanting shall have an adequately sized ball of earth encompassing the roots in conformance with sound landscaping practice and shall be staked or otherwise protected in accordance with the Standard Detail sheet.[1]
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
G. 
All landscape plantings shall be watered and maintained. All dead plants shall be replaced.
A. 
All shoulders, malls, embankments, berms and drainage swales adjacent to roads and common driveways must be planted with grass or other suitable ground cover in order to stabilize these areas and prevent erosion.
B. 
Areas disturbed by construction work will be smooth graded and will have all objectionable exposed materials removed from the surface. Where the existing soils are not suitable for such planting, the steps in Subsection B(1),(2) and (3) below shall be required in order to ensure the future health and vigor of the species to be seeded or planted.
(1) 
Topsoil. Topsoils shall be placed at least six inches deep on the surface of the shoulder, mall, embankment, berm or drainage swale. The topsoil shall consist of natural loam, horticultural soils free of refuse, hard clods, pebbles larger than one inch in diameter, weeds or any other objectionable material. It shall contain not less than 5% and not more than 20% organic matter. The surface shall be smoothly graded to meet established elevations in accordance with the final map.
(2) 
Liming. Limestone shall be agricultural ground limestone with a total carbonate content of not less than 80% of 44.8% calcium oxide equivalent; for the purpose of calculation, total carbonates shall be considered as calcium carbonate. Limestone shall be evenly distributed at the rate of 50 pounds per 1,000 square feet and worked into the top three inches of the soil.
(3) 
Fertilizing. Not less than five days after the application of the limestone. commercial slow-release fertilizer of the appropriate potassium-nitrogen-phosphate ratio shall be evenly distributed at the rate of 10 pounds per 1,000 square feet and worked into the top three inches of the soil.
C. 
Planting. Grass or cover seed shall be fresh, sorted, free from weed seed and certified with a minimum germination of 80%. The seed man's certificate of analysis shall be available for inspection. For grass, seed shall be sown evenly at a rate of three pounds per 1,000 square feet. All seed shall be covered to a proper depth by raking or other suitable means. After seeding and raking, the surface shall be rolled with an approved roller weighing at least 100 pounds. Grass seeding shall be done between April 1 and May 15 or between August 15 and October 30 and shall not be accepted unless there is a uniform growth evident over all seeded areas. Rolled sod of good condition may be used in lieu of grass seed. For other ground covers, the seeds (in the case of wildflower mixes) and the individual plants must be viable and planted such that a dense growth ensues. All plants and seed types (grass species, strains, etc.) must be approved by the Planning Department.
D. 
All stabilization plantings shall be maintained consistent with good landscaping and horticultural practice.
E. 
Before a road can be considered for acceptance and the approval of the town inspecting official conferred, the stabilization planting must be sufficiently established such that there is little likelihood of future erosion.
A. 
Recharge basins must be stabilized on their upper perimeters with grass or planting of other species in accordance with the provisions under § 220-3.26B, C, D and E.
B. 
Recharge basins shall be screened with trees and/or shrubs approved by the Planning Department and planted under the provisions of § 220-3.25E, F and G. The entire perimeter shall be screened except for a vehicle accessway to the basin.
[Amended 3-18-1988 by L.L. No. 1-1988]
A. 
General standards and requirements.
[Amended 12-3-1999 by L.L. No. 33-1999]
(1) 
Location and specifications. The location and exact specifications of all fire protection installations, whether wells, hydrants or cisterns, shall be approved in writing prior to construction by the fire department and/or fire district having jurisdiction. In general, all fire hose connection fittings shall be located no less than six feet and no greater than nine feet from the curb or edge of the pavement unless otherwise specified by the fire department or district.
(2) 
Prerequisite to issuance of building permit. No building permit shall be issued until the Fire Department and/or fire district having jurisdiction has provided the Planning Board with written notification stating that said fire well, hydrant, cistern or alternative fire protection device or system has been properly installed and, as such, is approved by said Fire Department and/or fire district.
(3) 
Fire hydrants. Fire hydrants shall be installed and the necessary main extensions and connections made in all subdivisions or subdivision waivers or parts of any subdivision in those areas where public water is available within 1,500 feet. This requirement may be waived for residential subdivision waivers consisting of no more than two lots pursuant to § 220-4.04 of this chapter.
(4) 
Fire wells, dry hydrants and cisterns. These fire-protection installations shall be provided, wherever practicable, in all subdivisions where a public water supply is not provided. Each of these fire-protection installations shall meet the minimum design standards specified in Subsection B below. All installations shall be protected against vehicle damage as specified in the Standard Details.[1]
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
(5) 
Fire protection. Whenever a fire well, hydrant, cistern or alternative fire protection device or system has been placed on private land instead of in a public road right-of-way, the property owner shall grant an easement to the Fire Department or fire district having jurisdiction, said easement permitting the Fire Department or district the right to access, maintain and use said fire protection device or system.
B. 
Specific standards and requirements for fire wells. dry hydrants and cisterns.
(1) 
Fire wells. Generally, fire wells shall be installed where groundwater is within 15 feet of the proposed center-line elevation of the road at the fire well station and shall be spaced a maximum of 1,000 feet apart.
(a) 
Prior to the installation of the fire well, a test well with soil samples taken at five-foot intervals and test pumping at a minimum flow shall be installed. The test well may only be waived at the option of the fire department and/or fire district having jurisdiction, upon written request.
(b) 
The casing shall be eight inches in diameter. Six-inch diameter may be permissible subject to test pumping data and the express approval of the fire department and/or district having jurisdiction.
(c) 
The screen shall be 20 feet long, stainless steel Type 316 ELC, wire wound, or as approved otherwise by the fire department and/or district, based on test well data.
(d) 
The depth of the well shall be a minimum of 25 feet to the top of the screen from the finished grade.
(e) 
The minimum flow rate shall be 375 gallons per minute for a period of one hour, at a maximum drawdown of 10 feet, and shall be sand-free.
(f) 
The development time shall be a minimum of 20 hours for each well.
(g) 
The Planning Board may prescribe landscaping or any other suitable form of screenings in connection with any electric panel or cabinet associated with a fire well, provided that same does not obstruct access by the Fire Department or fire district having jurisdiction.
[Added 12-3-1999 by L.L. No. 33-1999]
(2) 
Fire wells with submersible pumps. In general, all wells shall be constructed to the minimum standards specified herein and shown on the Standard Detail.[2]
(a) 
Each well shall be designed and constructed to deliver a minimum capacity of 375 gallons per minute (gpm) for residential developments and 500 gpm for commercial developments. Each well shall be sand-free at its required capacity for a minimum of two hours' pumping time.
(b) 
Each well may be constructed by conventional cable tool, rotary or reverse rotary methods in accordance with the standards of the National Well Water Association (NWWA).
(c) 
Screens shall be Type 316 ELC, stainless steel, wire wound, with slot size selected to provide required capacity and sand-free operation. The screen setting shall be a minimum of 10 feet below pump suction setting to top of the screen or to the top of the inner casing for double-cased wells. The screen must be a minimum of 20 feet long.
(d) 
The well casing shall be eight-inch minimum diameter, welded joint, ASTM A 36 steel, Schedule 40 or as approved otherwise by the fire department and/or district.
(e) 
The well casing shall be erected plumb for its full length and tested per NWWA standards.
(f) 
The connection of casing to screen shall be by tight-fitting lead packer or rubber packet. An inner casing directly attached to the screen will be acceptable, provided that the inner easing extends a minimum of 10 feet above the bottom of the outer well casing.
(g) 
Each well shall be fitted with a submersible pump designed to deliver a minimum capacity of 375 gpm or as otherwise required for the particular installation by the fire department and/or district. The pump shall deliver the required capacity at a minimum pressure at the ground surface of 20 pounds per square inch gauge. The pump shall be of noncorrosive construction throughout, suitable for the particular groundwater quality it is installed in.
(h) 
Each pump shall be complete with a close-coupled, watertight, submersible electric motor of sufficient horsepower to operate at zero overload at any point along the pump's certified performance curve.
(i) 
The electric pump motor shall be either single- or three-phase, two-hundred-twenty volt, as approved by the fire department and/or district.
(j) 
Each well shall be complete with four-inch diameter galvanized steel discharge pipe, Schedule 40, connected to a brass adapter for a 4 1/2 inch N.S.T. steamer fire hose connection. A cast-iron or brass-center lug-type cap with chain attached to the fitting shall be installed. The discharge pipe and motor leads shall extend through a pitless well adapter and sanitary seal. The hose connection and cap may be of other suitable material that is acceptable to the fire department or district.
(k) 
All electrical wires are to be in rigid metal conduit, underground from control box to well.
(l) 
Each well shall be complete with all necessary motor controls to operate the pump from a normal electric utility source of energy and an alternate portable generator source of energy of the respective fire department. All controls shall be installed within a weathertight, lockable box (NEMA 3R or equal), properly supported near the well. Exterior meters shall be installed on boxes unless otherwise specified by the local fire department. A manual electric transfer switch shall be provided for normal, off and emergency generator operation of the well. An electrical pigtail connector shall be provided to match and be capable of connection to the local fire department's generator.
(m) 
The exposed well casing and fire connections shall receive two coats of paint as directed by the Fire Department and/or district. In general, the hose connection cap shall be painted with reflectorized-type paint and the well casing painted with weatherproof, heavy-duty gloss Rustoleum or equivalent enamel, color as directed by the local Fire Department or district. The casing shall be coated with tar six inches above and 12 inches below the ground. The concrete pad to be installed below the electrical panel shall be six inches above proposed grade and pitch at a 2% grade towards the center of the road right-of-way and/or common driveway.
[Amended 12-3-1999 by L.L. No. 33-1999]
(n) 
The fire hose connection fittings on all installations shall be located as directed by the local fire department and/or district and shall be not less than six feet nor more than nine feet from the curb or edge of pavement unless otherwise approved. The panel door of the electrical box shall be installed to face in the opposite direction of the well head and edge of roadway. The steamer caps shall be fastened with chains to the well head. All installations shall be protected against vehicle damage as specified in the Standard Detail.[3]
[Amended 12-3-1999 by L.L. No. 33-1999]
[3]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
(o) 
Each well shall be tested in the presence of and subject to the acceptance of the fire department and/or district. Any deviation from the above specifications by the installer must be expressly approved by the fire department and/or district.
[2]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
(3) 
Dry hydrants. Dry hydrants shall only be installed where the horizontal distance to a natural body of water is less than 3,000 feet and land elevation at the hydrant is less than 15 feet above the water surface.
(a) 
The design and installation shall be as shown on the Standard Detail sheets[4] and shall be approved by the fire department and/or district having jurisdiction.
[4]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
(b) 
The design of the screen shall be such as to permit sand-free water flow of 750 gallons per minute. The development time shall be a minimum of 20 hours.
(4) 
Fire cisterns. The design and installation shall be as shown on the Standard Detail.[5] Said fire cistern design shall include a minimum volume capacity of 10,000 gallons unless the Fire Department and/or fire district having jurisdiction makes a written recommendation for a lesser capacity to the Planning Board and the Planning Board adopts same.
[Amended 12-3-1999 by L.L. No. 33-1999]
(a) 
The number of cisterns with a minimum capacity of 10,000 gallons required per road in a subdivision is to be determined by the following equation, rounded to the nearest whole number:
1
+
linear feet of road - 1,000 feet
2,000 feet
(b) 
A minimum of one cistern per road in the subdivision is required.
(c) 
The concrete pad to be installed above the cistern tank and below the exposed pick-up head shall be set six inches above proposed grade. The number of bollard posts shall be as shown as on the Standard Details.[6] The steamer caps shall be fastened with chains to the pick-up head.
[6]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
[5]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
C. 
Special provisions for attached housing and/or multiple dwellings. All subdivisions filing under the provisions of Chapter 193 of this Code and which are to contain attached housing and/or multiple dwellings will be required to provide an adequate water supply for fire-fighting purposes as determined by this subsection. Fir-protection improvements sufficient to meet the water supply requirements, as determined below, shall be constructed.
(1) 
Preliminary procedures. The applicant shall notify the Town Fire Marshal of his application, in writing, and request that a site survey be undertaken and water supply needs be calculated as described below. The applicant shall provide complete plans and drawings for all proposed structures with all dimensions and distances shown and indicating the intended occupancy and contents as indicated in Subsection C(3) below. The applicant shall notify the Town Fire Marshal, in writing, whenever any plans are made to alter any structure when such alteration would increase the total square footage of any of the structures. Again, complete plans and drawings for such alteration shall be provided as specified above.
(2) 
Definitions. As used in Subsection C(3) below, the following terms shall have the meanings indicated:
OCCUPANCY HAZARD CLASSIFICATION NUMBER
A series of numbers from three to seven that are mathematical factors used only in a formula to determine the total water supply requirements for applications covered under this subsection. These numbers are incorporated from the National Fire Protection Association Publication No. 1231, copyright 1984. For the purposes of this regulation, Occupancy Hazard Classification Number 7 shall be used with structure types defined below.
OCCUPANCY HAZARD CLASSIFICATION NUMBER 7
Occupancies in this classification are considered light-hazard occupancy, where quantity and combustibility of contents are low. Fires in these occupancies can be expected to develop at a relatively slow rate and have relatively low rates of heat release. Examples of Occupancy Hazard Number 7 include apartments, colleges and universities, dormitories, dwellings, hospitals, hotels and motels, libraries (except large stockroom areas), museums, nursing and convalescent homes, offices (including data processing), prisons and schools. This list of examples shall not be interpreted as. being exclusive, but merely examples of occupancy types falling within this classification.
STRUCTURE
A building erected for the support, shelter or enclosure of persons, animals or property of any kind.
(3) 
Site and structure survey. The Town Fire Marshal shall perform a survey of all structures to be contained on the proposed site in order to compute the total water supply required for fire-fighting needs. The Fire Marshal shall compute the total water supply needed in gallons as per the following:
(a) 
Site areas. Where structures are close enough in an area to be served by a single water supply, the water supply shall be computed on the basis of the largest structure in the area. This water supply shall not be less than 3,000 gallons.
(b) 
Structures without exposure hazards. For single- and two-family dwellings not greater than 1,200 square feet in total area, including any attached structures, and with no portion of any attached structural exposure hazard closer than 50 feet (unless the attached structure is smaller than 100 square feet), the total water supply shall not be less than 2,000 gallons. For all other structures with no portion of any unattached structural exposure hazard closer than 50 feet (unless the attached structure is smaller than 100 square feet), the total water supply in gallons shall be determined by the total cubic footage of the structure, including any attached structures, divided by the occupancy hazard classification number. For the purposes of this subsection, this number shall be seven as defined above. In any event, the minimum water supply shall not be less than 2,000 gallons.
(c) 
Structures with exposure hazards. For single and two-family dwellings not greater than 1,200 square feet in total area, including any attached structures, and with no portion of any attached structural exposure hazard closer than 50 feet (unless the attached structure is smaller than 100 square feet), the total water supply shall not be less than 3,000 gallons. For all other structures with unattached structural exposure hazards closer than 50 feet to any portion of the structure and larger than 100 square feet, the total water supply in gallons shall be determined by the total cubic footage of the structure, including any attached structures, divided by the occupancy hazard classification number determined from above and that quotient multiplied by 1.5. The Town Fire Marshal and the fire department or district having jurisdiction shall have the authority to allow variances to these requirements where specific individual conditions may require lesser amounts of water supply for exposure protection. However, the water supply required for any structure shall not be less than 3,000 gallons.
(d) 
Water supply. The total water supply required for firefighting purposes as determined by Subsection C(3)(a), (b) and (c) above may be supplied from various sources, including wells, hydrants, cisterns, swimming pools, ponds, lakes, streams and other man-made and natural sources or a combination of such sources. Such apparatus or water supplies shall be within 1,000 feet of any and all housing clusters on the road servicing such cluster or clusters under consideration.
(e) 
Post-calculation procedure. The Town Fire Marshal, after completing the site and structure survey specified above and computing the total water supply required, shall notify, in writing, the appropriate fire department and/or district of the results of the survey and of the total water supply required along with the proposed location for such water supplies. The data submitted shall include all calculations used to arrive at the total water supply, as well as all plans and other backup data used for the structural site survey. The fire department and/or district shall review said documents, and if they meet with their approval, they shall be transmitted to the Planning Board to be incorporated as part of the requirements for preliminary approval of the subdivision. They shall also notify the applicant as to the required water supplies and the location(s) of those supplies. The fire department and/or district and the Fire Marshal shall retain copies of all reports.
Concrete monuments shall be installed in the locations shown on the final plat and shall be constructed according to the details shown on the Standard Details.[1]
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
Trails shall be improved in the locations shown on the final plat and shall be constructed as follows (See Standard Details[1]):
A. 
Clearing to be a minimum of four feet wide with two feet on both sides pruned sufficiently to provide for stepping aside. Overhead tree limbs shall be pruned to a minimum height of 12 feet to provide for vertical clearance. Pruning will be done in accordance with acceptable landscaping practice.
[Amended 12-3-1999 by L.L. No. 33-1999]
B. 
Signs shall be placed equally along the trail.
C. 
Trail warning signs consistent with the New York State standard signs should be posted at all road crossings. (See Standard Details for sign graphics.[2]) Directional trail markings should be posted along the trails every 100 yards and at additional points where the trail makes a significant turn. Directional trail markings should consist of white paint blazes in the wooded trail areas and simple wooded arrows in the nonwooded areas.
[2]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
D. 
Trails shall be at a natural grade of 5% (10% for very short distances).
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.
Street signs shall be required at all intersections and shall conform to the details shown on Standard Details.[1]
[1]
Editor's Note: The Standard Details are set forth in Part 5, Appendix, of this chapter.