A. 
The development of property shall conform with all regulations established herein as well as with appropriate laws, rules, and regulations established by all governing bodies having jurisdiction over various phases of the development.
B. 
Where a conflict arises between these regulations and those of other agencies, the developer shall make known to the concerned agencies the area of disagreement and endeavor to have such agencies resolve their differences before proceeding with development.
A. 
The term "utilities" as used herein shall be defined as roads, sidewalks, street lights, street signs, drains, sewers, water mains and appurtenances thereto which will, upon acceptance by the Town, be turned over to the Town for maintenance and operation.
B. 
Utilities shall be designed to conform with the topography of the property and with existing utilities on adjacent streets or property. Developers shall satisfy themselves by preliminary investigation, and consultation with appropriate Town officials, as to the adequacy of adjoining facilities upon which their property must rely for service, most particularly water mains, sewers, drains and culverts. See Typical Road Section Appendix[1] for utilities location.
[1]
Editor's Note: Said appendix is included at the end of this chapter.
C. 
Developers bear the responsibility of providing sound engineering design of all utilities, subject to the approval of the Town. The design shall be prepared by a professional engineer licensed to practice in the State of New York, who shall have had experience in the design of such utilities. The design shall conform to the requirements set forth herein.
D. 
Utilities such as electrical, telephone, and cable television shall be underground.
The developer shall submit sketch layout, preliminary plan, and final plat as required by Chapter 100, Subdivision of Land.
A. 
Street arrangement.
(1) 
Street systems shall be designed with due regard to the needs for: convenient traffic access and circulation; traffic control and safety; access for fire fighting, snow removal, and street maintenance equipment; and stormwater drainage and sewage disposal. Streets shall be designed to accommodate the prospective traffic, and so arranged as to separate through traffic from neighborhood traffic insofar as it is practicable.
(2) 
The streets in contiguous subdivisions shall be coordinated so as to compose a convenient system. Where a subdivision adjoins undeveloped land its streets shall be laid out so as to provide suitable future street connections with the adjoining land when the latter shall be subdivided. A street thus temporarily dead-ended shall be constructed to the property line and shall be provided with a temporary "cul-de-sac" of the same dimensions as for permanent dead-end streets if in excess of 200 feet, with a notation on the subdivision plat providing for temporary easements for the turnaround until such time as the street is extended. These same requirements shall apply at the discretion of the Planning Board in those cases where the adjoining land is another section of the same subdivision, and which is not scheduled for development at the same time.
(3) 
Streets shall be logically related to the topography and all streets shall be arranged so as to obtain as many as possible of the building sites at or above the grades of the streets. Grades of streets shall conform as closely as possible to the original topography. A combination of steep grades and sharp curves shall be avoided.
(4) 
The Town Planning Board will consider the use of the appropriate road section. The developer shall discuss this with the Planning Board and obtain its approval at the sketch layout review stage.
(5) 
Where a subdivision abuts on or contains an existing or proposed arterial street or other existing Town, county or state highway the Planning Board may require marginal access streets, reverse frontage with screen planting contained in a nonaccess reservation along the rear property line, deep lots with or without rear service alleys, or such other treatment as may be necessary for adequate protection of residential properties and to afford separation of through and local traffic.
(6) 
Where a subdivision borders or contains an existing or proposed railroad right-of-way or controlled access highway right-of-way, the Planning Board may require a street approximately parallel to and on each side of such right-of-way, at a distance suitable for the appropriate use of the intervening land, for park purposes in residential districts, or for business, commercial or industrial purposes in appropriate districts. Such distances shall also be determined with due regard for the requirements of approach grades and future grade separations.
B. 
Dead-end streets.
(1) 
Where a street does not extend to the boundary of the subdivision and its continuation is not needed for access to adjoining property, it shall be separated from such boundary by a distance sufficient to accommodate a lot meeting the requirements of Chapter 120, Zoning. Reserve strips of land shall not be left between the end of a proposed street and an adjacent piece of property. However, the Planning Board may require the reservation of an easement for pedestrian traffic or utilities.
(2) 
A cul-de-sac of a minimum right-of-way radius of 100 feet shall be provided at the end of any permanent dead-end street. See Standard Cul-de-Sac Detail in Appendixes.[1]
[1]
Editor's Note: Said appendixes are included at the end of this chapter.
C. 
Standards for street design. All streets shall be designed and constructed to conform to the requirements set forth in the following table.
Standards for Street Design
Standard
Minor Street
Collector Streetc
Minimum width of right-of-way
60 feet
70 feet
Minimum width of pavement
20 feet
24 feet
Minimum radius of horizontal curvesa
150 feet
300 feet
Minimum length of vertical curves
100 feet but in no case less than 20 feet for each 1% difference of grade
200 feet but in no case less than 30 feet for each 1% difference of grade
Minimum length of tangents between curves
100 feet
200 feet
Maximum grade
7%
6%
Minimum grade
0.5%
0.5%
Minimum sight distanceb
200 feet
300 feet
Minimum shoulder width
4 feet
8 feet
NOTES:
See Appendixes for Cross Section Details.[2]
aRadius of horizontal curves shall be measured to the center line of the street.
bSight distance shall be measured between two points along the center line of the street on a straight line entirely within the street right-of-way and clean of obstructions, one of the points to be at the surface of the street and the other 3 1/2 feet above the surface.
cCollector streets which do not service an area containing at least 150 dwelling units, under ultimate area development, may be considered as minor streets for purposes of design standards. The service area of a collector includes those dwelling units on minor streets which feed into the collector.
[2]
Editor's Note: Said appendixes are included at the end of this chapter.
D. 
Street intersections.
(1) 
Intersections of arterial streets shall be held to a minimum and spaced at least 1,000 feet apart, and intersections of collector streets by other streets shall be at least 800 feet apart. Between offset intersections there shall be a distance of at least 150 feet. Within 50 feet of an intersection streets shall be approximately at right angles and in no case shall the angle of intersection be less than 75º without additional channelization. Minimum edge of pavement radii shall depend on the intersecting street types, and shall be as follows:
(a) 
Collector with collector: fifty-foot radius.
(b) 
Minor with collector: fifty-foot radius.
(c) 
Minor with minor: thirty-five-foot radius.
(2) 
Access streets into the subdivision from an arterial street shall have minimum curb radii of 40 feet. All property corners at street intersections shall be rounded with a radius of 20 feet, or have comparable cutoffs or chords, as the Planning Board determines. Within triangular areas formed by the intersecting street lines, for a distance of 75 feet from their intersection, and the diagonals connecting the end points of these lines, visibility for traffic safety shall be provided, by exclusions of plantings or structures and regrading as necessary.
(3) 
Grades within the intersection shall not exceed 1%; they shall not exceed 1 1/2% for a distance of 50 feet from the intersection; from 50 to 100 feet, the grades shall not exceed 3%, and in no case shall they exceed 7%.
(4) 
Triangles, circles or other traffic channeling islands may be required at intersections where present or anticipated traffic conditions indicate their advisability for traffic control or safety.
E. 
Street grading and shoulders. Areas within street rights-of-way shall be graded as necessary to eliminate any slopes steeper than one foot vertical in three feet of horizontal distance. Street shoulders shall not exceed a slope of 10% at right angle to the street center line. Street sections with concrete gutters shall have grassed shoulders a minimum of six feet wide; grass swale sections shall have shoulders with minimum of eight feet width, treated as indicated on the Appendix Typical Road Section.[3]
[3]
Editor's Note: Said appendix is included at the end of this chapter.
F. 
Sidewalks. Concrete sidewalks shall be provided in any locations where they are deemed by the Planning Board to be an appropriate and in the interest of public safety or convenience and in accordance with the Typical Road Section. Particular attention shall be given along existing or proposed collector streets within walking distance of present or proposed schools, as well as in built-up residential or commercial areas.
G. 
Trees. The subdivider shall take adequate measures to preserve desirable existing trees in suitable locations within the subdivision. No trees, shrubs, or fences shall be placed in the right-of-way. Occasionally existing trees of unusual value may be preserved within the street right-of-way if approved by the Planning Board.
H. 
Monuments (see § 100-9 of Chapter 100, Subdivision of Land). Permanent survey monuments shall be set in the boundary of rights-of-way at intersecting streets, PC and PT of curves, though the PI of short curves may be used instead, where such is practical, at the discretion of the Engineer. Monuments shall be placed on one side of the street only and at only one corner of intersecting streets. Adjacent monumented points shall be intervisible.
(1) 
Monument locations shall be shown on the subdivision plat; field notes of ties to monuments or a tie sheet shall be submitted to the Town Engineer after installation of monuments.
(2) 
Monuments shall be of stone or concrete and not less than four inches in diameter or square, and not less than 42 inches long or from the top of underlying rock. Concrete monuments shall be reinforced with steel rods, and a plug, brass plate, or pin shall serve as the point of reference. If stone, a drilled hole shall serve as the point of reference and a magnetic rod or other suitable metal shall be placed adjacent to the monument to allow for recovery.
I. 
Street improvements, general (see Appendix Details[4]). In addition to the required improvements specifically referred to elsewhere in these regulations, subdivision plats shall provide for all other customary elements of street construction and utility service which may be appropriate in each locality as determined by the Planning Board upon consultation with the Town Engineer. Such elements may include, but shall not be limited to, street pavement, gutters, stormwater inlets, manholes, curbs, sidewalks, streetlighting standards, water mains, fire hydrants, fire alarm signal devices, and sanitary sewers. Underground utilities within the street right-of-way shall be located as required by the Town and/or the Town Engineer, and underground service connections to the property line of each lot shall be installed before the street is paved. All street improvements and other construction features of the subdivision shall conform to these specifications and shall be subject to approval as to design, specifications, and construction by the Highway Superintendent and/or the Town Engineer.
[4]
Editor's Note: Said appendix is included at the end of this chapter.
J. 
Widening of existing street right-of-way. Where a subdivision adjoins an existing street which does not conform to the right-of-way standards given in the table entitled "Standards for Street Design" in these regulations,[5] the subdivider shall dedicate whatever additional right-of-way width is necessary to provide, on the subdivision side of the normal street center line, a width which is equal to at least 1/2 of the minimum standard width for the respective type of street.
[5]
Editor's Note: See § A125-6C.
K. 
Typical Road Section. The typical sections provided in this manual shall be used for all roads. (See Appendixes.[6])
[6]
Editor's Note: Said appendixes are included at the end of this chapter.
L. 
Temporary cul-de-sac. In areas where a temporary cul-de-sac is proposed, the applicant shall provide sufficient, details on the plan showing the road section, dimensions of the roadway and materials. The cul-de-sac shall comply with materials shown on the Temporary Cul-de-Sac Detail in the Appendix.[7] Applicant shall provide cost in the letter of credit to cover the cost of the proposed temporary construction.
[7]
Editor's Note: Said appendix is included at the end of this chapter.
M. 
Driveways. All driveways accessing Town roads shall be paved with two inches of binder and one inch of top from the edge of pavement to the right-of-way.
N. 
Turnaround. In areas approved by the Highway Department Superintendent, this design shall be used in regard to two- to three-lot parcels with no future development only. The turnaround shall comply with the design standards detailed in the Appendix.[8]
[Added 8-11-2004 by Res. No. 124]
[8]
Editor's Note: Said appendix is included at the end of this chapter.
A. 
Particular attention should be given to storm drainage facilities. These facilities shall be designed to take the runoff from streets, lawns, paved areas, and roof areas. Full engineering attention shall be given to the interception and conveyance of stormwater by the street drainage system, a system of back-lot-line drainage swales, and main drainage channels through the subdivision. In general, the preservation of natural watercourses is preferable to the construction of drainage channels, and wherever practicable such natural watercourses should be preserved. Attention is called to the possibilities of using easements for natural watercourses to satisfy the open space requirements of "average density" developments under Chapter 125, Zoning, and Chapter 100, Subdivision of Land. Storm sewers and subdivision drainage facilities shall be based upon a design flow with a minimum return interval of 10 years. The design of natural watercourse channels shall depend upon the drainage area according to the following table.
Design Return Intervals for Natural Watercourses
Drainage Area
Recurrence Interval
Above 20 square miles
100 years
Between 4 and 20 square miles
50 years
Between 4 and 1 square miles
25 years
Less than 1 square mile
10 years
B. 
Storm drains and channels shall be designed and provided to adequately convey the anticipated runoff from the development as well as all future development upstream or uphill from the development in question. However, the minimum size pipe used for storm drains shall be twelve-inch diameter; except that catch basin crossovers may be eight-inch pipe. The rainfall-intensity curve included herein shall be used for computing anticipated rainfall. The coefficient of runoff to be used is 0.4 minimum. Runoff within the development shall be computed by the Rational Formula, using the "ten-year storm." Design of major channels or piping systems conveying water through the development shall be designed using the "twenty-five-year storm" or greater, as appropriate. Time of concentration to first inlet shall be calculated using the attached SCS nomograph unless otherwise determined by the Town Engineer.
C. 
Catch basins shall be spaced at intervals of not over 300 feet, at low points, and at intersections. They shall conform with the detailed drawings included herein.[1] Drains shall be designed with straight-line grade and alignment between manholes. Manholes shall be placed at intervals of approximately 300 feet maximum. Sufficient grade shall be provided to prevent settling of grit insofar as practicable.
[1]
Editor's Note: Said drawings are included at the end of this chapter.
D. 
Manhole tops shall be accurately designed to conform with finished grade.
E. 
Storm drains shall be constructed as outlined under the construction section of this manual.[2]
[2]
Editor's Note: See Art. IV, Construction Specifications, of this Ch. A125.
F. 
On main drainageways the Town encourages the use of natural open channels rather than large diameter piped systems, subject to:
(1) 
The granting of adequate and Town-approved natural stream preservation easements; and
(2) 
Certain channel remedial and improvement work required by the Town to be performed and paid for by the developer as part of his development costs.
G. 
Developer and his engineer shall be responsible for furnishing, as part of their plans to be presented before the Planning Board, full and sufficient details of all hydraulic structures. This includes, but is not limited to, cross sections of drainage channels, details of head wall construction, erosion control structures, special manholes, and all such other items as may be necessary to establish fully the methods and materials to be followed in construction.
H. 
Developer and his engineer shall so design the vertical control of their subdivision that surcharge of storm drainage systems will not cause a backup or flooding of cellars. This will normally require that cellar drains not be connected to the storm drainage system unless:
(1) 
The cellar floor is higher than pavement grade in order that the street drain system can run fully surcharged; or
(2) 
The cellar drainage discharges through a sump pump and check valve.
I. 
In the design of storm drainage piping system an "N" of 0.013 shall be used for smooth pipe and an "N" of 0.024 shall be used for corrugated metal pipe, unless the corrugated metal pipe is of the "smooth-flo" type. In this case an "N" of 0.013 may be used.
J. 
All three-way manholes shall be five feet in diameter or greater depending on size of pipe.
K. 
The invert of a three-way manhole will have a minimum radius equal to 1/2 the diameter of the manhole. No "T" intersections will be acceptable.
L. 
Storm drains conveying drainage along side lot lines shall extend to the rear lot line or to the main channel to which the drain is discharging.
M. 
In order to maintain structural strength, drainage inlet structures (catch basins) shall not contain more than two main stormwater conduits. (Four-inch weep drains are not considered main conduits.)
N. 
On certain projects there may be key elevations which must be adhered to, as determined by the Town Engineer. These key elevations may be finished floor, lowest architectural opening or basement floor elevations. Developer's engineer shall certify these key elevations in writing, prior to the issuance of a certificate of occupancy.
O. 
Road catch basin location. Catch basins within gutters shall be placed with the intent that they do not lie within the vehicular traffic area of drives and/or roadways.
A. 
In order to ensure that the surrounding land and watercourses will not be subjected to siltation or erosion, the Planning Board may require the developer to follow certain erosion control practices. The developer shall consult with the Town Engineer to determine whether such procedures are required. Such procedures may include:
(1) 
Installing and maintaining temporary sedimentation basins at the point or points of stormwater discharge from the property.
(2) 
Exposing the smallest practical area of land at any one time during development.
(3) 
Provision for temporary vegetation and/or mulching to protect critical areas.
(4) 
Provision for adequate drainage facilities to accommodate effectively the increased runoff caused by changed soil and surface conditions during and after development. The developer's engineer shall show, as part of the submitted plans, the interceptor swales and sedimentation basins along the lower edges of all developments. Significant topographic data and design grades for the swales shall be shown on the plans.
(5) 
Fitting of the development plan to the topography and soils so as to minimize the erosion potential.
(6) 
Retention and protection of natural vegetation wherever possible.
(7) 
Installation of permanent final vegetation and structures as soon as practicable.
(8) 
Provision of adequate protective measures when slopes in excess of 10% area graded; and minimizing such steep grading.
(9) 
Prohibition of stripping of existing ground cover until interceptor swales and sediment sinks have been installed by the developer and approved by the Town.
(10) 
Requirement that the developer shall routinely "muck-out" sediment sinks and interceptor swales, to provide full capacity.
B. 
No excess topsoil or subsoil shall be removed from the site unless approved by the Planning Board.
A. 
Flood hazard prevention shall include the control of soil erosion of land surface and drainage channels and the prevention of inundation and excessive groundwater seepage by comprehensive site grading and the establishment of adequate elevations of buildings, building openings and roadway above the observed, anticipated, or computed water levels of storm sewers, streams, channels, floodplains, detention basins and swales.
B. 
Particular attention shall be paid to development in the vicinity of Honeoye Creek and its floodplain, and no alteration of the existing characteristics of the areas shall take place without the specific approval of the Town as to the adequacy of the protective measures taken, if any, and the effects of such development on upstream and downstream reaches of the watercourse and adjacent properties.
C. 
All development proposed within the special flood hazard area as defined by the Federal Insurance Administration shall comply with the various regulations set forth by the Federal Insurance Administrator, when applicable.
[1]
Editor's Note: See also Ch. 65, Flood Damage Prevention.
A. 
The Town has determined that stormwater detention basins will be required in certain areas because continual upstream development tends to overtax both downstream natural watercourses and man-made drainage facilities. In addition, increased rates of stormwater runoff cause environmental problems downstream such as highly erosive velocities, flooding and overtopping of the banks. Consequently it has been determined advisable to insist upon detention basins where appropriate and to have these detention basins designed in a manner compatible with the particular problem.
B. 
While the Town reserves the right to establish particular parameters in each individual instance, the general philosophy is to permit runoff from any particular development of a rate no more than would normally occur under a natural, undeveloped condition for the particular design storm. That is, the Town generally agrees that property owners along the downstream channel should be prepared to accept a rate of discharge from the upstream areas equivalent to the discharge from the upstream area under a natural, or agricultural conditions.
C. 
It should be pointed out, however, that the Town definitely reserves the right to establish other more restrictive parameters. For example, if the downstream area has been subjected to floods in the past, even while the upstream areas were not developed, and if the Town deems it desirable and appropriate to remedy this situation, it may, at its discretion, require an impoundment area of a size and type, as well as storm sewers and culverts, which can assist in rectifying the downstream flooding situation.
D. 
Parameters or rules regarding stormwater discharge are simply stated below:
(1) 
No developed area shall discharge stormwater into adjacent culverts and channels at a rate greater than what occurs under a natural undeveloped condition.
(2) 
The flow capacity of channels and culverts immediately downstream from a development does not necessarily govern the adequacy of the total drainage system downstream.
(a) 
Proceeding downstream in any given drainage basin, (and therefore from any given development) the area contributing to any drainage channel is increasing.
(b) 
Culverts and channels downstream from a development may be able to handle the total runoff from that development alone, but this does not imply that said channels and culverts can handle the total runoff to that location.
(3) 
The fact that downstream facilities are inadequate prior to development and, therefore, flood at certain times does not imply that increasing the frequency at which they will flood by allowing additional runoff from a development is desirable.
E. 
Engineering procedures. In order to arrive at an engineering estimate of storm flows and proposed retention pond size, the Engineer must proceed according to the following steps:
(1) 
Determine the design storm recurrence (i.e., 10 years, 25 years, 50 years, etc.) in accordance with § A125-7 of these regulations.
(2) 
Using topographic maps and the appropriate charts and graphs, determine the maximum expected natural rate of runoff for the design storm. Factors affecting this number include slope of land, surface cover, area of drainage basin, and the presence or lack of well defined natural channels. This number places a ceiling on the allowable discharge from any development in the area under question for the given design storm.
(3) 
Design the collection system using the standard Rational Method (C = 0.4).
F. 
(Engineering procedures). Based on an analysis of a number of watershed models, the following simplified method for sizing stormwater detention facilities is presented. In no way is this method intended to deter the design engineer from performing the rigorous hydrologic and hydraulic analyses previously required if he so desires. Rather, this is intended to simplify the engineering calculations while achieving the same results. Should the design engineer wish to utilize reservoir routing techniques, the SCS Hydrograph Method shall be the standard. Computations shall be based on twenty-four-hour duration rainfall as supplied by the US Weather Bureau.
(1) 
Provide volume for two-year twenty-four-hour rainfall at top of riser, as follows:
(a) 
Divide tributary area into the following land uses (acres):
[1] 
Undeveloped tributary land area off-site (after proposed site development).
[2] 
Residential tributary off-site plus all of proposed site area that is not commercial.
[3] 
Tributary off-site commercial plus on-site commercial.
(b) 
Compute required storage in A.F. by summing Subsections F(1)(b)[1], (b)[2], and (b)[3] below:
[1] 
Subsection F(1)(a)[1] above times 0.0283.
[2] 
Subsection F(1)(a)[2] above times 0.0525.
[3] 
Subsection F(1)(a)[3] above times 0.1408.
(c) 
Required storage for off-site area may be reduced if off-site areas have existing detention ponds by:
[1] 
Volume of off-site pond (with riser) at top of riser to maximum depth of four feet (without reservoir routing).
[2] 
Volume of off-site pond (without riser) at HW necessary to pass 15 cfs through outlet of said pond, to maximum depth of four feet (without reservoir routing).
[3] 
The minimum volume required for detention (AF) to serve off-site tributary areas shall be (0.0283) times offsite area (Ac).
(2) 
All ponds shall have trickle tube risers, (minimum diameter of 36 inches) designed as follows:
(a) 
Two feet minimum height, four feet maximum height.
(b) 
Top of riser to be at least as high as outflow pipes, up to maximum of four feet.
(c) 
10-inch inflow pipe, inv - pond bottom.
(d) 
No other opening to MW depth of two feet.
(e) 
Two feet to three feet, provide four orifice openings, as shown in the Appendix.[1]
[1]
Editor's Note: Said appendix is included at the end of this chapter.
(f) 
Three feet to four feet, same as Subsection F(2)(e) above.
(g) 
Antivortex device.
(h) 
Trash rack.
(3) 
Outflow pipe to pass Q10 existing, unless determined otherwise by the Town. Use the smallest pipe that will pass flow with HW/D greater than or equal to one; minimum size to be 12 inches diameter.
(4) 
Emergency spillway crest, one foot above HW required to pass Q10 existing or a minimum of one foot above crown of outfall pipe, or one foot minimum above top of riser, which ever gives greatest HW from outfall invert to spillway.
(5) 
Emergency spillway to pass Q25 developed when flowing one foot deep based on Q = 3.67 LH.
(6) 
Top of dam two feet above emergency spillway crest.
(7) 
Unusual topographic conditions may warrant changes from the pond geometry and discharge structure configuration as outlined above. Where the design engineer feels that those changes are justified, he should contact the Town Engineer for approval prior to final design.
(8) 
In an outlet which discharges water as a continuous function of head is used, lesser storms should discharge approximately proportional lesser flows.
G. 
Plan details shall show \the pond location, size of inlet and outlet structures and adequate safety features, such as fencing, etc.
H. 
The developer's engineer shall submit, with his final plans, drainage calculations justifying the size of pipes, channels, impoundment basins and related structures.
I. 
In the design procedure the developer's engineer's attention is also directed to the stream flow data provided in the 1967 Town of Rush Master Plan.
J. 
Detention pond facilities are to be designed and built to standards discussed with, and approved by, the Town and its Engineer. Attention shall be given to providing facilities which are aesthetically pleasing, of a permanent nature, safe, and requiring minimum maintenance.
K. 
The developer is responsible for providing and transferring to the Town permanent easements of a location and type adequate to encompass and to service and maintain the facilities. Such easements are to be approved by the Town Board prior to final subdivision approval.
A. 
The developer shall take all necessary measures to control dust resulting from his operations and to prevent spillage of excavated material on public roads. When directed by the Town Building Inspector, the developer shall apply calcium chloride and/or water where directed and in such quantities and at such frequencies as may be required to control such dust and prevent it from becoming a nuisance to the surrounding area.
B. 
An amount of money shall be provided in the letter of credit to reasonably cover the cost of dust control during the life of the project, the amount to be approved by the Town. It is the responsibility of the developer to assure that he and his subcontractors keep adjoining streets and highways free of mud, soil and other foreign debris to avoid nuisance or hazard to vehicular and pedestrian traffic. An amount of money shall be provided in the letter of credit to assure compliance, the amount to be approved by the Town.
Sanitary sewage collection and treatment facilities currently are not available in the Town of Rush. Consequently developers must be prepared to justify the use of subsurface disposal facilities. They shall meet the approval of the County Health Department, the State Departments of Health, Environmental Conservation and the Town.
A. 
Water systems shall be designed to provide adequate fire protection and domestic service. Design and construction shall be subject to Town approval.
B. 
Design and construction of individual private wells shall be subject to review and approval by the County Health Department.
C. 
Water mains. Wherever possible consideration shall be given to the construction of water mains in lieu of private wells.
D. 
While planning is in the preliminary stage the developer shall consult with the Town and its Engineer on the matter of sizing mains, hydrant and valve location, construction of loops to prevent dead ends and larger-than-minimum size mains to provide for future extension of service.
E. 
Materials and methods shall be as stipulated in Article II of this chapter.
F. 
The criterion of design will normally be that pipes shall be sized to obtain the required fire flow at the critical point in the development while satisfying the average daytime domestic draft.
G. 
Generally, the Insurance Service Office "Guide For Determination of Required Fire Flow" shall be used in calculating these required protective flows.
A. 
Finished ground level adjacent to house foundation walls shall be a minimum one foot zero inches higher than the edge of pavement for standard subdivision development. In one- or two-lot developments where front lot setbacks exceed 150 feet and/or where natural drainage characteristics would be better utilized by draining away from the street, this requirement may be waived. In any case, provisions shall be made for draining positively the surface of each lot by proper grading and the construction of swales, ditches, or drains. These items shall receive the same careful design attention as the street drainage system.
B. 
Provisions shall be made for disposing of roof and cellar drainage into the street drainage system. The developer and his engineer, however, must design and provide that cellar floors will be at an elevation higher than the pavement to permit the street drainage system to run fully surcharged without causing backup or flooding in the cellars. In lieu of this, the developer may provide (and so indicate or state on his plans) that cellars shall be drained with sump pumps and appropriate check valves.
C. 
In special conditions, where topography permits or dictates, cellar drainage may be conveyed to main drainage swales where it can be deposited if no nuisance will be caused or created to abutting or downstream property owners. In such instances the cellar floor shall be so designed as to be above the level of the project design flood to assure no backup or flooding of the cellar.
D. 
Dry wells for disposing roof drainage may be used where storm sewers are not available. The developer shall size the facility using minimum ten-year storm.
E. 
No laundry, sanitary, or kitchen wastes shall be discharged to a storm drainage system. Further, no drain connections from garages or driveways shall be permitted to enter drainage swales where soap suds and detergents from car washing operations could cause a nuisance to abutting or downstream property owners.
A. 
All design of pipe lines for storm drains shall be based on the earth loading occurring at the transition width. Designers shall assume a Class C bedding (load factor 1.5) and safety factor of 1.5 in their design calculations (except for R.C.P. = 1.0). Specifications for construction shall stipulate a granular bedding (Class C) as indicated on page 212 of the WPCF Manual of Practice No. 1, "Design and Construction of Sanitary and Storm Sewers, 1969 Edition." The granular bedding shall be No. 1 and No. 2 (approximately a fifty-fifty mixture) crushed stone as specified in the New York State Department of Transportation specification for M4 coarse aggregates. Also, unless substantiated by test results, the designer shall assume the following:
W = 120 lb. per cu. ft.
KU = Ku feet = 0.13 (curve D, page 189 WPCF Manual)
rsdp = 0.5 @ Ku - Ku feet = 0.165 (page 191, WPCF Manual)
B. 
Shaped trench bottoms will not be permitted.
A. 
It shall be the responsibility of the developer to furnish easements to the Town, as required, for the installation and permanent operation of drains, sewers, mains or access roads where required.
B. 
These easements shall be prepared prior to the approval of the details plan. Developer bears the responsibility for preparation of the easement maps and assuring their transfer to the Town and recording in the County Clerk's office.
C. 
The Town reserves the right to require easements for anticipated future utilities where in the opinion of the Town Board and/or Town Engineer such easements are justified by the estimated rate of growth of the area in question.
D. 
The Town encourages the preservation of natural stream corridors through the use of natural stream preservation corridor easements and may require their utilization in any particular development.
E. 
Easements are to be 30 feet wide unless otherwise specified.
See Article IV, Design Standards, of Chapter 100, Subdivision of Land, for additional design standards.