A.
Purpose. The purpose of these specifications is to assure that utilities and streets which are to be turned over to the Town of Riga for maintenance shall be so constructed as to cause a minimum of maintenance and a maximum of benefit to the town. They shall, therefore, be strictly adhered to. Failure of the developer, his agents, employees or subcontractors to comply shall be considered sufficient cause by the Town to not accept the utilities and streets or any portion thereof for dedication until all work is satisfactory.
B.
Inspection.
(1)
All construction shall at all times be subject to inspection by the Town Board, their agents, representatives and authorized employees. Such inspectors may stop the work when the developer or his contractor has no competent foreman in charge of the work or when the work or material does not meet these specifications or when circumstances are such that continuance of that particular phase of the work would not be in the best interests of the town.
(2)
Costs incurred for inspection services for dedicated and town-related facilities shall be borne by the developer, and sufficient funds shall be part of the letter of credit.
(3)
Failure of the town, the Town Engineer, their agents, employees or representatives to reject improper work or inferior material during construction shall not be construed as nor imply final acceptance. If subsequent inspection, operation or circumstances cause defects to become evident, the developer shall make or cause to be made such cuts or other exposures of the work as may be required to determine the cause of such defects. Such defects shall then be corrected to the satisfaction of the Town at the expense of the developer.
C.
Responsibility for work. The developer is solely responsible to the Town for proper construction of utilities. It will normally be of benefit to both the developer and the Town to have Town representatives deal directly with the developer's contractors where such are employed, both as a matter of expediency and to avoid needless liaison. However, such action shall not be construed as relieving the developer of his prime responsibility to the town.
D.
Safeguarding existing utilities, other property and persons.
(1)
The developer, or his contractor where work and responsibility has been so delegated, shall comply with NYS Industrial Code, Rule No. 53, cited as 12 NYCRR 53, relating to construction, excavation and demolition operations at or near underground facilities. It shall be the responsibility of the developer or his contractor to notify the proper utility owner and request stakeout of existing underground utilities well in advance of the start of excavation, or performing any work in the vicinity of existing utilities.
(2)
Care shall be taken to protect persons and property, as well as to avoid potentially hazardous conditions or nuisances. The developer and his contractor shall comply with all stipulations of the Occupational Safety and Health Act of 1970 and all revisions and amendments thereto.
E.
Warranty of work and materials.
(1)
The developer shall warrant all work performed and materials furnished against defect, failure, inadequacy or breakage for a period of two years from the date of final acceptance of the work by the Town Board. Money for warranty shall be deposited with the Town prior to the acceptance of the work. In the event of such defect, failure, inadequacy or breakage during said warranty period, the developer shall make the necessary repairs or replacements within two days of the mailing of written notice by the Town Board or their engineer. The amount of the warranty bond required by the Town shall be 10% of the original letter of credit, but no security bond shall be for an amount less than $5,000.
(2)
Should the developer fail, neglect or refuse to so comply within the specified time, the Town shall make the necessary repairs or replacements, for the account of the developer, and deduct all costs therefor from the moneys or securities being held by the Town to ensure compliance during the warranty period.
F.
Stakeout.
(1)
All construction work shall be properly staked-out by competent engineering personnel in accordance with the approved plan. Such stakeout shall be in sufficient detail to ensure correct elevations of tops of structures, proper crowns, slopes and alignments. Minimum road stakeout shall include elevations at fifty-foot stations, all high and low points and all critical points for laying out horizontal curves.
(2)
Where pavement base courses or subgrades are left unfinished during the winter, they shall be re-staked in the spring and regraded accordingly.
G.
Protection of incomplete works. Where work is left incomplete because of weather or other reasons, it shall be protected. Road beds shall be left well-drained, sanitary sewers (and storm drains where applicable) shall be temporarily plugged and so protected that surface water, mud, silt and debris cannot enter. Sewer laterals, water services and valves shall be suitably marked with stakes and shall be protected.
H.
Record maps (as-built).
(1)
Prior to acceptance of the utilities by the Town of Riga, the developer shall submit an as-built plan. This plan shall be drawn to scale and shall indicate by dimensions, angles and distances, as applicable, the location of sewer and drain Y-branches, laterals, manholes, catch basins, hydrants, valves, curb shut-offs, road profiles and center line elevations and final grading plan showing swales and ditches. The plan shall show easements and dedicated roadways.
(2)
As-built plans shall be prepared and certified by a licensed land surveyor or professional engineer employed by the developer.
(3)
As-built plans shall be submitted to the town. The subdivider shall furnish one reproducible mylar or equivalent and two prints of each sheet.
I.
Full completion of work and cleanup.
(1)
Prior to acceptance of the utilities by the town, the developer shall fully complete the work and leave the site in a neat and orderly condition. Slopes, drainage ways and other graded areas shall be fully stabilized by planting grass or other vegetation or by such means acceptable to the town.
(2)
Grading between adjacent lots as well as between lots and the street area shall have a continuity without abrupt changes in elevation or unfinished ground surface. The road base should not be used by the contractor or material deliveries as a construction haul road because mud will get packed into the base courses; pumping will occur, and also rutting. Many times this damage is not discovered, but the road starts to fail years before it should.
(3)
All areas shall be so graded that runoff from higher elevation lots does not create a nuisance on lower elevation lots. To this extent lots shall normally be graded to drain front-and-back, with street gutters taking the front drainage and shallow swales taking the back-lot-line drainage.
(4)
Valve boxes, manhole covers and curb shut-off boxes shall be left flush with the surface.
J.
Permits. The developer shall obtain from the proper authorities all necessary permits and pay for all fees for building or blasting or construction work within public streets.
A.
General. Sediment control facilities are to be constructed as required by the Town and to meet the objectives thereof.
B.
Sequence of work. The construction of sediment interceptor, entrapment and settling facilities shall be undertaken, completed and approved prior to any other work of a construction nature taking place on the project. No other stripping of vegetation or other ground cover, earth movement, trenching or excavation shall be commenced until in the judgment of the Town the sediment control facilities are complete, adequate and operable.
C.
Scope of facilities. The facilities shall consist of sediment interceptor swales, sediment sinks/settling ponds and ancillary features required by the design and subdivision plans approval process, together with such directives as the Town may, from time to time, issue in order to improve performance or to adjust for changes in the developer's construction sequence or procedures, or to correct for partial or total failure or loss of efficiency of the facilities.
D.
Performance.
(1)
It is the intention to retain on-site all products of erosion caused by disturbance and/or removal of vegetation or other ground cover. The basic concept is to utilize interceptor swales at the base or downhill limit of disturbed areas, draining to temporary sediment sinks/settling basins, to which location the storm drain systems shall also temporarily drain until such time as the land development project has been sufficiently restored with ground cover as to prevent soil erosion.
(2)
Further, the intent is to retain gross soil particles on-site and to minimize, to the standard permitted by the state of the art, the passage of colloidal particles into the natural waters of the town. Due to the wide range of partially or totally uncontrollable variables during the land development (the worst return-frequency storm, the area of stripped ground cover, the presence or absence of completed storm drain systems, the amount of sediment stored in the sink at any given time, the variation in soil texture or the presence of saturated or frozen ground, for example), each sediment sink/entrapment facility shall include a filter fabric barrier to protect the discharge.
(3)
Performance shall be measured by the ability of the facility to pass all runoff through the filter fabric at all times during construction.
(4)
It is the responsibility of the developer to adequately maintain the filtering integrity of the facility and to repair or replace it when required.
(5)
Degenerating efficiency as evidenced by holes, rips or tears in the fabric, or failure of the settling pond to drain after a storm because of filter fabric blinding or the presence of highly turbid water downstream of the fabric, shall be considered cause for repair and/or replacement. The sediment sink shall be routinely mucked out by the contractor to assure detention, settling and storage capability throughout the time in which the project is maintained.
E.
Ancillary sediment control features.
(1)
In order to extend the longevity of the sediment sink facility, thereby minimizing the maintenance costs of filter fabric replacement and interim excavation of the sediment sink, the Town encourages the use of ancillary sediment control features throughout the land development project. The following methods are recommended for sediment and erosion control during construction:
(a)
The area of stripped ground cover should be kept to a bare minimum at any one time.
(b)
Provide hydraulically placed mulch of the mat type on raw areas that must be exposed for extended periods.
(c)
Place firmly anchored and embedded straw bales or filter fabric barriers in areas of concentrated runoff, such as at culvert and catch basin inlets and in swales, in an effort to reduce soil transport reaching the settling pond.
(d)
Wherever possible, leave temporary buffer strips of original ground cover vegetation in an effort to retard soil migration.
(e)
Use jute mesh along swales or other areas where runoff rates are of sufficient quantity or velocity as to cause additional erosion.
(f)
Restore ground surface protection as soon as possible by utilizing hydraulically placed mulch of the mat type.
F.
Termination of facilities.
(1)
The judgment as to the appropriate time of termination of sediment and erosion facilities rests with the Town and its decision shall be final and binding.
(2)
The primary performance criteria used in making the determination will be the quality of the runoff from the development entering the sediment settling facility. When, in the judgment of the town, the ground cover in the land development project has been sufficiently restored such that runoff through the swales and storm drain system is relatively soil-free, the Town may grant permission to divert flow through the permanent stormwater detention pond or such other drainage systems as are described on the approved plans.
(3)
The developer and his engineer are reminded that dependence on siltation facilities from one construction season to the next greatly increases the statistical possibility of storms of greater intensity, resulting in greater runoff and erosion with subsequent possible overtaxing or failure of the facility. Therefore, expeditious restoration of ground cover or temporary protection of soil surface is strongly encouraged. Also, sediment ponds should be mucked out to maintain the required storage volume.
G.
Dust and mud control.
(1)
Recognizing that removal of vegetation, dry conditions and periodic high winds cause nuisance dust movement, the developer shall take such steps as are necessary to avoid nuisance and damage to abutting properties and occupants. Such steps may include but not be limited to wetting down exposed soil areas, mulching and revegetating disturbed areas.
(2)
Further, the developer is responsible for minimizing tracking of mud onto existing roads. Roads shall be scraped and broomed clear of mud at the end of each working day as required.
(3)
The Town reserves the right to include in the letter of credit an allowance to cover the estimated cost of such dust and mud control.
A.
Materials; general requirements. All materials used in the work shall meet the requirements as specified, unless the same are altered by specific requirements under any itemized specification or by modifying notes shown upon the plans. In the absence of any specific reference to specifications, the material to be incorporated into any project and the work to be performed are intended to conform to the NYSDOT Standard Specifications, latest revision, as determined by the Town Engineer.
B.
Basis of construction. In order to assure the structural integrity of the subgrade and crusher run stone foundation course, the following general rules shall apply:
(1)
Underground utilities shall be constructed outside the pavement area.
(2)
Where crossover trenches are required for utility services (including gas mains, electric, etc.), the trenches shall be backfilled with the excavated material, if acceptable and approved by the town, or No. 2 crushed stone. Material shall be compacted in six-inch layers with vibrating tamping equipment to 95% modified proctor. (Developers, note that this includes crossovers for gas mains and other utilities and services.)
(3)
After properly shaping and obtaining approval of the subgrade, the crusher run foundation course may be placed. The entire foundation course, out to out, must be vibra-tamped.
(4)
Foundation courses for permanent roads must not be used for access roads in wet weather, or at such times when the subgrade could become pumped into the foundation course, since this is one of the main contributing factors to the alligatoring type of failure which is seen so frequently in subdivision streets.
(5)
Where pavements must be placed in an embankment condition, the entire height of embankment must be constructed with the use of standard and appropriate compaction equipment. This equipment shall consist of sheeps foot rollers, vibratory roller or similar equipment. The entire embankment area shall be compacted to 95% modified proctor density. If required by the Town Building Inspector, the developer shall provide results of certified compaction tests undertaken by a competent soils testing laboratory.
(6)
All roads, whether dedicated or private, shall set over the winter months prior to the final application of topping material. The top material shall be installed in the spring of the following year.
C.
Roadway excavation. Material from stripping of sod and topsoil shall be stored for later use or placed in the embankment beyond the pavement limits as directed by the Town Engineer. All material from clearing and grubbing, together with stumps, brush, trees and other rubbish, shall be disposed of in a manner satisfactory to the Town of Riga.
D.
Preparing road subgrade.
(1)
Work. The developer and/or his contractor shall excavate for the base, pavement and gutters to the designed subgrade elevation and six inches wider on each side than the designed pavement and gutter width as shown on the Typical Road Section[1] and as indicated in the following specifications.
(2)
Method.
(a)
The subgrade shall be excavated or boxed following the depth and alignment of the stakes established by the developer's licensed land surveyor or engineer for this purpose. These stakes shall be at intervals of not more than 50 feet and at 25 feet in areas on grades of less than 0.5%.
(b)
After being excavated to the proper depth, the subgrade shall be graded and crowned 1/4 of an inch to each foot of width on each side of the center line, allowing for extra three feet by eight inch wedge excavation as shown on the Typical Road Section,[2] and rolled thoroughly with a ten-ton roller or vibratory roller capable of producing a minimum dynamic vibration force of 27,000 pounds. Any unsuitable material found below subgrade shall be removed and replaced by approved No. 2 crusher run stone and compacted in six-inch lifts. If the fine grade becomes rutted, it shall be regraded and rolled before the base is placed.
(c)
No base shall be placed over unstable trenches or soft spots. If this condition should arise, the soil should be removed and filled with run-of-bank gravel. The developer and/or his contractor shall be responsible for any settling in finished pavement.
E.
Road base.
(1)
Work. A twelve-inch base of No. 2 crusher run dolomite limestone shall be furnished and placed in three courses consisting of one six-inch and two three-inch compacted lifts as shown on the Typical Road Section[3] and as further described in the following specifications.
(2)
Material. The material shall conform to a No. 2 crusher run dolomite limestone. (No. 3 stone and smaller)
(3)
Method. The base shall be placed on a graded, crowned and compacted subgrade free of ruts and disturbed earth as follows:
(a)
After proper rolling and grading of the subgrade the three feet by eight inch wedge is to be lined with geotextile fabric and filled with No. 1 and No. 2 evenly blended crushed stone.
(b)
The first lift of six inches shall be placed and graded, maintaining the specified crown of 1/4 inch per foot and rolled thoroughly with a vibratory compactor capable of producing a minimum dynamic vibration force of 27,000 pounds.
(c)
The last lift of six inches shall be placed and graded to conform to the lines and grades as shown on the Typical Road Section.[4] All depressions and/or boney areas shall be brought to grade and/or choked with No. 00's and No. 1's crushed dolomite limestone. The material shall then be rolled thoroughly from the gutter to the center line.
(d)
Special care should be given during this operation not to harm the concrete gutters, i.e., scraping with grader blade or hitting with roller wheels. Special attention should also be given to obtaining good compaction next to the gutter.
F.
Construction of concrete gutters.
(1)
Work. The developer and/or his contractor shall furnish and place Portland cement concrete gutters as shown on the plans and in accordance with the thickness and cross section as shown on the Typical Road Section[5] and as stated in the following specifications.
(2)
Material. The material shall conform to the State of New York Department of Transportation, Division of Construction, Standard Specifications Section 609. The concrete shall have a minimum compression strength of 3,500 pounds per square inch after 28 days, using a six-bag mix with 6% plus or minus air-entrained cement.
(3)
Method.
(a)
The concrete gutters shall be constructed of the shape shown on the Typical Road Section[6] and shall conform to the lines and grades shown on the plans and as approved by the town.
(b)
Standard six-inch steel forms shall be used and set to the grade and alignment by stakes established by the developer's engineer for this purpose. These stakes shall be set at intervals of not more than 50 feet and 25 feet in flat areas on grades of less than 0.8%. The base that these forms are set upon shall be graded to obtain a full six inches of concrete, particularly under the invert. This base material between forms shall be compacted by mechanical means, preferably a vibra-tamper. These forms shall be oiled before the pouring of concrete.
(c)
Expansion joints shall be installed every 50 feet with fracture (or dummy) joints every 10 feet. An expansion joint shall be installed at the end of a days' work or wherever the pouring of concrete is stopped for any reason. (The intent of this last clause is to prevent the disturbance of concrete which has reached its initial set.) Expansion joints shall be constructed of one-half-inch pre-molded joint material.
(d)
To ensure positive flow, the gutter shall be screened longitudinally with a suitable straight edge. The screen shall be worked laterally, i.e., parallel with the center line of the gutter from the invert of the gutter to the outer edges. This process shall be done at the appropriate time during the setting of the concrete. When gutters are installed by this hand method, special attention should be given to the spading of the concrete along the sides of the forms.
(e)
The gutter may also be installed by use of an approved gutter machine (such as a Dotmar gutter machine) using the proper screen to form the invert shown on the Typical Road Section,[7] and equipped with a vibrator attachment.
(f)
At the appropriate time, the concrete shall be broomed lightly with a fine-bristled broom and edged with a proper metal edging tool. This brooming is to fill small voids, thus making it unnecessary to do an excessive amount of floating and troweling, which brings too much water to the surface, causing spalling of the finished concrete in the future.
(g)
The forms shall not be removed until the concrete is sufficiently set to prevent chipping of the edges. The gutter shall be backfilled as soon as possible to prevent undermining of the gutter in case of precipitation. The gutters shall be protected from traffic for a sufficient length of time to avoid damage to them.
(4)
Cold-weather concreting. Concrete gutters shall not be installed while there is frost in the ground. Gutters installed in the cold weather shall be suitably covered by straw, hay or other means to prevent freezing.
(5)
Wet-weather concreting. Concrete gutters shall not be installed where there is water lying between the forms or where the crushed stone base is soft from rain. Gutters installed (unavoidably) during a rainstorm shall be covered by a waterproof material immediately.
(6)
Curing. The concrete gutter shall be cured by spraying with Accure manufactured by the Allerton Chemical Company, Polyclear manufactured by the UPCO Company, or an approved equal. The spray shall be applied to the gutter at the coverage rate as specified by the manufacturer.
G.
Bituminous concrete pavement.
(1)
Work. A two-course bituminous concrete pavement shall be laid to conform to the required thickness and cross section as shown on the plan and on the Typical Road Section[8] and as further described in the following specifications.
(2)
Material. The material shall conform to the NYSDOT Standard Specifications for Construction and Materials. The Town Engineer shall be provided, in writing, with the source of the material and provided with a written description of the material to be used, including the size and percentage of the aggregate and asphalt. The Engineer reserves the right to modify the percentages of the aggregates to be used.
(3)
Method.
(a)
Before starting the laying of the asphalt pavement, the base shall be graded and compacted between the concrete gutters according to the plan. Also, the tops of manholes should be adjusted to the proper grade to meet the crown and slope of the finished pavement.
(b)
The asphalt shall be applied in two courses consisting of a two-inch binder course and a one-inch top course, compacted thickness. The pavement shall be laid by an approved self-propelled asphalt spreader manned by competent operators. The one-inch topping shall be laid in the year following the installation of the binder surfacing. (Binder shall be through a freeze-thaw cycle prior to topping, and shall be thoroughly broomed and cleaned prior to the placing of the top course.)
(c)
Each course will be compacted by rolling with a ten-ton to twelve-ton tandem roller at the appropriate time by a competent operator.
(d)
All raking shall be done by skilled help to maintain a smooth and uniform finish at intersections, curves and around manholes and valve boxes.
(e)
Before applying the top course, any irregularities found in the binder course shall be eliminated. At no time will cold patch or winter mix be used for any purpose.
(f)
Protection of new pavement shall be provided until properly set. This protection is necessary on subdivisions where the traffic is mostly by cars starting and stopping or by heavy trucks.
(g)
The finished pavement shall be level or slightly above (maximum 1/4 inches) the concrete gutters; however, at no time shall it be below.
H.
Maintenance of roadway. The developer shall be responsible for maintaining and protecting the roadway and temporary cul-de-sac and/or turnaround during the warranty period. If subsequent subdivision sections are built utilizing the roadway for an access and/or haul road during construction, the developer shall be responsible for special maintenance provisions. These provisions could be placing or replacing topping, periodic cleaning and flushing of the road surface and repair of any structural damage. The developer shall submit a schedule of his proposed road maintenance program to the Town indicating how the roadway will be maintained, a timetable for the proposed maintenance and an estimate of cost. This schedule shall be reviewed and approved by the Town and shall become part of the project work. The approved estimated amount for maintenance shall be included in the letter of credit.
I.
Temporary cul-de-sac or turnarounds. In areas where a temporary cul-de-sac or turnaround is proposed, the developer shall provide sufficient details on the plan showing the road section, dimensions of the roadway and the materials proposed. The cul-de-sac or turnaround shall comply with materials shown on the Typical Road Section,[9] except topping could be omitted. The developer shall provide cost in the letter of credit to cover the cost of the proposed temporary construction.
J.
Adjoining drives.
(1)
(a)
The minimum width of the traveled way for two lots is to be 14 feet.
(b)
The road subgrade (native earth beneath the road base) is to be shaped to a crown and compacted, to prevent groundwater from becoming trapped in the road base. The road base is to consist of a minimum of nine inches of crusher run meeting NYSDOT Item 304, thoroughly compacted in two lifts.
(c)
Roadside swales are to be provided. Swale inverts are to be 10 inches lower than the road subgrade. Swales are to be graded to a minimum slope of 1% to provide positive drainage to the nearest watercourse. Swale side slopes are to be graded to at least a one vertical to three horizontal slope and seeded to provide a healthy growth of grass.
(d)
Drainage easements shall be reserved where road runoff must cross private property. Easement width is to be established by the Town Engineer.
(e)
The turning radius shall be a minimum of 40 feet to the inside radius or as required to safely turn the local emergency vehicles.
[10]
Editor's Note: Art. IV, Construction Details, is on file in the office of the Town Clerk.
A.
General.
(1)
All water main construction and related work shall be done in accordance with the Monroe County Water Authority's Rules and Regulations for Developers and Developer's Engineer.
(2)
Special requirements of the Town of Riga are as follows:
(a)
Hydrants are to be located as closely as possible to the property line.
(b)
Hydrants are to be located within one foot of the highway boundary line, with no part of the hydrant extending beyond this line onto private property.
(c)
Hydrant spacing shall be in accordance with applicable building and fire codes, and shall be subject to review and approval by the Town Fire Marshal.
(d)
Main line valves shall be set on all branches or any tees and crosses installed.
(e)
The service line from the curb shutoff to the meter is to be of the same size and material as specified by the MCWA from the main to the curb shutoff.
(f)
Service lines beyond the meter and into the house shall be type-K copper, except that one-inch service lines may be plastic water service tubing made from ultra-high molecular weight polyethylene resin meeting AWWA C901-78 and ASTM C-1248 specifications, latest revision, rated at 160 pounds per square inch working pressure.
(g)
Ends of water mains (stubs for future connections) shall have a valve and at least two lengths of pipe beyond the valve.
B.
Material and installation. Water main materials and installation shall comply with MCWA's Standard Specifications for Materials to be Furnished by Developers and Detailed Specifications for the Installation of Mains and Services, which are hereby made part of these construction specifications.
A.
Drop inlets. The construction of drop inlets shall be as shown on the drop inlet detail[1] and according to the following specifications.
(1)
Material.
(a)
Use a frame and grate as manufactured by the Borden Metal Products (rectangular type B J/12 inch grates and frames, per DPW drawing 65-45C, galvanized) or approved equal. Use the Borden frame and grate as follows:
[1]
No. 1: frame of 2315/16 inches by 271/2 inches; grate of 2211/16 inches by 261/2 inches; to be used under normal conditions unless otherwise specified; to be used on a drop inlet built with inside dimensions of 18 inches by 24 inches.
[2]
No. 2: frame of 2815/16 inches by 271/2 inches; grate of 2711/16 inches by 261/2 inches: to be used where specified under special conditions and in a lawn area where required; to be used on drop inlets built with inside dimensions of 24 inches by 24 inches.
(b)
The drop inlet shall be 4,000 pounds per square inch air-entrained concrete, five-inch reinforced walls and six-inch reinforced base as manufactured by Warren Concrete Products, Inc., or approved equal. Drop inlets shall be precast with a four-inch drain pipe on three sides as shown on the standard detail.[2] The bottom of precast concrete drop inlet shall be painted with two coats, and the inside walls shall be painted with one coat of Koppers bitumastic 300 M or approved equal. Provide No. 1 and No. 2 stone backfill around the exterior of the precast concrete. A precast concrete drop inlet may be used at the contractor's material option.
[2]
Editor's Note: The Standard Drop Inlet detail is included in Art. IV, Construction Details, which is on file in the office of the Town Clerk.
[1]
Editor's Note: The Standard Drop Inlet detail is included in Art. IV, Construction Details, which is on file in the office of the Town Clerk.
B.
Method.
(1)
The drop inlet shall be built on a foundation of four-thousand-per-square-inch concrete.
(3)
The concrete shall be built to a height to allow for eight inches of concrete cap between the basin drop inlet and the bottom of the frame and grate as part of the concrete apron.
(4)
Before pouring the concrete apron, the frame shall be adjusted on the drop inlet wall to allow a drop of 11/2 inches from the invert of the gutter to the top of the grate (except under special conditions). This drop shall be formed gradually in the invert.
(5)
The basin shall be provided with No. 1 and No. 2 crushed stone around the exterior, extending from the bottom of the drop inlet to the top of the structure on a two-on-one slope. This stone shall be compacted before the pouring of the concrete apron.
(6)
The lateral pipe leading from the drop inlet to the storm manhole shall be encased in No. 1 and No. 2 crushed stone and extending to the top of the trench. This pipe shall be perforated corrugated metal pipe, bituminous-coated and 16-gauge.
A.
The developer is responsible for checking which of the various construction materials are approved for use in the Town of Riga. Sanitary sewer pipe shall be in accordance with Pure Waters standards.
B.
Sanitary sewer pipe (main sewer).
(1)
Sanitary sewers shall be built either of reinforced concrete sewer pipe with steel and rubber joint meeting ASTM C76 and C443 specifications and interior coating of Koppers Coal Tar Epoxy Bitumastic 300-M, 16 mil thickness; or polyvinyl chloride (PVC) sewer main with integral wall, bell and spigot rubber ring joints as manufactured by Johns-Manville Company or approved equal, with a minimum wall thickness of SDR 35. The PVC sewer main shall meet ASTM Standard Specifications D-3034, joints ASTM D-3212 and fitting materials ASTM D-1784 and any later revisions thereto.
(2)
Strength classification. The pipe shall be designed as to proper strength classification by the developer's licensed professional engineer and shall be stated on the plans. Height of cover, nature of foundation soil, type of bedding and trench width shall be considered in specifying the pipe. The developer shall be responsible for providing extra-strength bedding, cradle or encasement if the design conditions cannot be met in the field.
C.
Stormwater sewer pipe.
(1)
Stormwater sewer pipe shall be built of concrete sewer pipe or 14-gauge corrugated metal pipe, bituminous coated.
(2)
The pipe shall be designed as to proper strength classification by the developer's licensed professional engineer and shall be stated on the plans. Height of cover, nature of foundation soil, type of bedding and trench width shall be considered in specifying the pipe.
(3)
The developer shall be responsible for providing extra-strength bedding, cradle or encasement if the design conditions cannot be met in the field. Whenever the storm sewer is under the road, the Town requires that the developer's engineer specify the correct class for H-20 loading at the sewer depth.
D.
Special construction. Other types of sewer pipe may be used to meet unusual construction conditions when approved by the Town Engineer. Concrete encasement or cradle for the sewer may be required where excessive loads are expected, particularly in shallow trenches or where subsoil conditions are unsatisfactory.
E.
Manholes and drop inlets.
(1)
The materials used in the construction of manholes and drop inlets shall conform to the details as shown on the standard sheets included hereinafter. Connecting pipe between drop inlets and from drop inlet to sewer manhole shall be a minimum twelve-inch diameter.
(2)
All contractors must obtain a written permit from the Town to work on any storm sewer. Permits shall be obtained from the Highway Supervisor prior to starting construction.
F.
Special structures. Detailed plans for the construction of sewer lifts, box culverts, headwalls, bridges, erosion control structures and any necessary special manholes or drop inlets shall be designed by the developer's engineer and shall be submitted to the Town Engineer for his approval prior to construction.
G.
Handling pipe. All pipes and fittings shall be handled carefully. Pipes and fittings shall not be dumped or dropped while unloading or during placement in the trench.
H.
Stockpiling pipe. All necessary precautions to ensure the stability of any stockpile or individual length of pipe that is stored should be taken. Pipe stored along a road or sidewalk shall be placed so that it does not create a safety hazard or impair the free flow of traffic.
I.
Fitting and cutting pipe. The joint surfaces of all pipes and fittings shall be clean and shall fit together to form a tight joint. When cutting pipe is deemed necessary, the workmanship and tools used shall be such that the quality and strength of the pipe is not impaired. Pipe which is, in the judgment of the Town Engineer, unsatisfactory shall be rejected and moved from the site.
J.
Joints. Sanitary sewer joints shall comply with the provisions noted under § 38-30. Sanitary sewer pipe and stormwater sewer joints shall be as per the material manufacturer's written instructions.
K.
Sewer line and grade. All pipe shall be laid true to line and grade with bells upstream and shall have a full, firm and even bearing. Boulders or other natural obstructions shall be promptly removed and shall not be considered cause for varying from true line and grade.
L.
Trenches. Any suitable excavation methods may be used, but sewer trenches shall be confined to the smallest area practical for proper construction subject to compliance with all state and federal safety regulations applying to trenching and excavation. Hand methods shall be employed where it is deemed necessary by the Town Engineer to preserve trees or protect existing utilities and/or structures. All necessary precautions shall be taken when blasting to confine flying stone or debris and to protect and prevent damage to adjacent utilities and/or structures. Where necessary, sheeting and/or bracing shall be used to provide support and stability to the trench walls. Unless otherwise directed, sheeting and bracing shall be carefully removed as the trenches are backfilled. For trench compaction specifications, see § 38-28B(2).
M.
Barricades. All open excavations shall be completely surrounded with barricades and illuminated if left open during the night, at weekends and/or holidays.
N.
Soil. Excavated material unsuitable for backfill shall be removed from the site of the work as it is excavated. Excavated material that is to be used for backfill shall be placed in soil banks located on only one side of the trenches or pits and at least two feet away from the excavation wall. These soil banks shall be located where they will not interfere with the work or contribute an overload to the wall of the excavation. Where necessary, the excess material shall be removed to some other place and brought back when required.
O.
Drainage. Necessary precautions shall be taken at all times to prevent the flooding of adjacent property. Drainage ditches, necessary relocation of stream channels or other positive means of diverting and/or controlling the water shall be employed. No water shall be drained into a pipe or trench under construction. Water shall not be allowed to accumulate in the trenches and interfere in any way with the proper installation of the sewer, but shall be drained or pumped away from the work to established drainage channels.
P.
Pipe installation. An industrial laser specifically made for pipe-laying operations shall be used to establish line and grade. All manufacturer's recommendations with regard to maintaining accuracy shall be strictly followed. Normally, pipes may be installed at a distance of no greater than 300 feet from the laser. In any case, line and grade shall be checked every 100 feet using a transit or pre-established grade.
Q.
Earth foundation. Where pipe is installed on native earth, the trench bottom shall be bedded as specified under Subsection R.
R.
Bedding; hand backfilling.
(1)
Storm and sanitary sewers shall be constructed using No. 1 and No. 2 crushed stone, evenly blended, meeting NYSDOT Standard Specification, Section 703-02, Material Designation 703-02.01. Stone bedding for sanitary and storm sewers shall be placed and compacted as shown in the detail labeled Figure 1, Pipe Trench Detail (Typ.).[1]
[1]
Editor's Note: Art. IV, Construction Details, is on file in the office of the Town Clerk.
(2)
Suitable native excavated material shall then be placed and tamped lightly alongside the pipe until the top grade of the pipe is reached. Use the pipe tamp and the flat-bottom tamp for performing this operation.
(3)
When the top of the pipe is reached, an additional 9 inches by 12 inches of earth shall be placed and spread evenly over the pipe by hand. The material shall be free of stones or rocks. The hand backfill shall follow closely behind pipe laying to support the trench and slopes, and to prevent damage to or movement of the pipe by cave-in of the trench walls.
(4)
Low areas shall be filled with suitable crushed stone. Where rock in either ledge or boulder formation is encountered, it shall be removed below grade and replaced with suitable sand or crushed stone as shown on the construction details in Article IV of this chapter.[2] Where a firm foundation is not encountered at the established grade due to soft, spongy or other unstable soil (unless other special construction methods are called for on the plans), all such unstable soil under the pipe and for a width of at least one diameter on each side of the pipe shall be removed and replaced with suitable crushed stone or other approved suitable material properly compacted to provide adequate support for the pipeline.
[2]
Editor's Note: Art. IV, Construction Details, is on file in the office of the Town Clerk.
S.
Backfill. Following the hand operation, backfill may be machine-placed, provided that extreme care is used. A responsible person shall be detained to supervise backfilling operations. He shall be so positioned so he can observe and direct the backfill material as it is pushed into the trench. Backfill shall be made to existing grade and left in a neat and uniform condition. Excess earth shall be mounded over the trench area. Where the trench passed under a ditch, stream, swale or drainage way, the backfill shall be left in such a manner as to allow proper drainage as well as duplicate conditions as they existed prior to construction. The surface must be entirely free of lumps of earth, stones and debris. Adjacent roadways shall be swept clean of all rubbish and flushed with water if necessary. Shoulders of highways which have been cut shall be carefully shaped and consolidated by tamping or rolling.
T.
Cradle. Where called for on the plans or as ordered by the Town Engineer to meet field conditions, pipe shall be installed on cradles in conformance with the detail labeled Figure 3, Concrete Cradle.[3] The Town Engineer will determine at the time of construction whether a dry or plastic concrete mix will be used at any particular location depending upon trench conditions. The cradle shall be constructed of 1 to 2-1/2 to 5 concrete, with commercial type-one portland cement and clean, hard aggregate. Cradle material shall be placed to the width shown on the plans or as ordered by the Town Engineer, and to an elevation OD/4 up the side of the pipe. The pipe shall be laid in a channel formed in the cradle material by means of a round-pointed shovel. High points and low spots shall be corrected and the pipe firmly bedded to line and grade and jointed. Suitable native excavated material shall then be added and tamped along the haunches of the pipe and subsequently shaped to the top of the pipe. A safety cover of 9 inches by 12 inches of earth shall then be placed, and backfill placed as specified under § 38-31S.
[3]
Editor's Note: Art. IV, Construction Details, is on file in the office of the Town Clerk.
U.
Protection of existing sewers. Care shall be taken at all times to avoid entrance of mud and water to existing sewers. When connecting to an existing manhole, the connection shall be tightly plugged until completion of the work. At that time, the plug shall be removed and the accumulated water and mud pumped out of the manhole under the supervision of the Town Engineer. The cost of any necessary cleaning or flushing of existing facilities caused by failure to comply with this specification or for other reasons will be borne by the developer.
V.
Protection of new work. At the end of each working day (or any other time of work stoppage), the upstream end of the pipe shall be tightly plugged to prevent entrance of mud, silt or muddy water.
W.
Construction under adverse conditions. No pipe shall be laid during adverse weather conditions. In no case shall pipe be laid in water. In cases where sewers are being installed in wet conditions or below the groundwater table so that installed pipes become submerged overnight, sufficient backfill shall be placed to prevent the pipe against buoyancy.
X.
Conflicting pipelines and other utilities. No existing pipeline, conduit, cable, pole, guy wire or other utilities or portion thereof shall be moved without the consent of the agency operating such utility. Any necessary changes in line and grade of the new pipeline shall be made only with the consent of the Highway Superintendent and the Town Engineer.
Y.
House laterals.
(1)
Lateral connections extending to the street right-of-way shall be put in for each lot. These laterals shall be constructed with the same care as main sewers. The sanitary laterals shall be four inches in diameter and the stormwater laterals (where required; see § 38-15) shall be six inches in diameter and shall be installed on a minimum slope of 1/8 inches per foot. The pipe used for laterals shall have a joint specifically made to fit the bell on the Y-branch of the street sewer. Laterals shall be firmly bedded in the same crushed stone bedding required for sanitary sewers. They shall be laid true to line and grade, and the bedding material shall be tamped under the pipe and alongside the haunches to provide full bedding and lateral support for the entire length of the pipe. The interior of each pipe shall be cleaned before adding the next length of pipe. Laterals shall be installed at depths not greater than 10 feet. Concrete encased riser pipes from the deep sanitary sewer to the ten-foot level shall be used to accomplish this method of construction.
(2)
The connection to the main sewer shall be made using a Y-branch and elbow, encased in concrete and appropriate saddle slant.
(3)
Sanitary laterals shall be installed to the street right-of-way or the property line and tested along with the main sewer.
(4)
The ends of all laterals shall be plugged or capped to hold pressure while testing and marked with a two-in-by-four-inch witness stake extending from the pipe to a point four feet above the ground. Paint the top of the witness stake using the following color code:
(5)
A record shall be kept of the location of all laterals and this information shall be shown on the as-built plans (see § 38-26H).
(6)
The material of sanitary sewer lateral pipe shall be the following:
(a)
Polyvinyl chloride (PVC) sewer laterals with integral wall bell and spigot rubber ring joints as manufactured by Johns-Manville Company or approved equal, with a minimum wall thickness of SDR-21. Lateral pipe shall meet ASTM Standard Specifications D-3034, joints ASTM D-3212, and fitting materials ASTM D-1784 and any later revisions thereto. SDR-35 laterals shall be bedded throughout with pea gravel or No. 1 crushed stone.
(7)
Material of storm sewer lateral pipe shall be the following:
(a)
PVC sewer pipe SDR21 for extra heavy duty and municipal service, with O-ring seals.
(8)
Storm sewer laterals shall be at least four inches in diameter if only the sump drains to the lateral, and six inches for all other cases.
Z.
Testing and infiltration/exfiltration rate, sanitary sewers.
(1)
A visual inspection of each section of completed sanitary sewer shall be made for smoothness of invert, freedom from obstructions and straightness of line. The sewer shall be substantially watertight and free from infiltration.
(2)
All sanitary sewers must be tested before being approved.
(3)
At intervals ordered or approved, not to exceed 1,000 feet in length, the pipe shall be tested for leakage by measuring infiltration or exfiltration.
(4)
Infiltration testing shall be permitted only when the groundwater levels are at least five feet above the top of the pipe for the entire length being tested. Infiltration shall be measured by use of a watertight weir or a device for volumetric measurement approved by the Town Engineer.
(5)
Exfiltration tests shall be conducted by filling the pipe with water to provide a head of at least five feet over the highest point of the line or five feet above the groundwater, whichever is higher, and measuring the leakage.
(6)
Infiltration/exfiltration tests shall be carried out over a period of at least three hours and the total leakage of any section tested shall not exceed the rate of 100 gallons per mile of pipe per 24 hours per inch of nominal diameter. If leakage exceeds the specified amount, the developer or his contractor shall make the necessary repairs to reduce the leakage within the specified limits and the tests shall be repeated until the leakage requirement is met. A Town inspector shall witness all tests. Where there is a difference of seven feet in elevation of inverts between manholes, this section of sewer shall be tested by air and manholes checked by water. The air test will be conducted as follows in § 38-31AA.
AA.
Air test for sewer lines. After completing backfill of a section of wastewater line, the developer or his contractor shall, at his expense, conduct a line acceptance test using low-pressure air. The test shall be performed using the below-stated equipment, according to stated procedures and under the supervision of the Town Engineer.
BB.
Equipment. Cherne Air-Loc Equipment, as manufactured by Cherne Industrial, Inc., of Edina, Minnesota, or approved equal, shall be used. The equipment used shall meet the following minimum requirements:
(1)
Pneumatic plugs shall have a sealing length equal to or greater than the diameter of the pipe to be inspected.
(2)
Pneumatic plugs shall resist internal test pressures without requiring external bracing or blocking.
(3)
All air used shall pass through a single control panel.
(4)
Three individual hoses shall be used for the following connections:
CC.
Procedures.
(1)
All pneumatic plugs shall be seal tested before being used in the actual test installation. One length of pipe shall be laid on the ground and sealed at both ends with the pneumatic plugs to be checked. Air shall be introduced into the plugs to 25 pounds per square inch guage. The sealed pipe shall be pressurized to 5 pounds per square inch gauge. The plugs shall hold against this pressure without bracing and without movement of the plugs out of the pipe.
(2)
After a manhole-to-manhole reach of pipe has been backfilled and cleaned and the pneumatic plugs are checked by the above procedures, the plugs shall be placed in the line at each manhole and inflated to 25 pounds per square inch gauge. Low-pressure air shall be introduced into this sealed line until the internal air pressure reaches four pounds per square inch gauge greater than the average back pressure of any groundwater that may be over the pipe. At least two minutes shall be allowed for the air pressure to stabilize.
(3)
After the stabilization period (3.5 pounds per square inch gauge minimum pressure in the pipe), the air hose from the control panel to the air supply shall be disconnected. The portion of line being tested shall be termed acceptable if the time required in minutes for the pressure to decrease from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge (greater than the average back pressure of any groundwater that may be over the pipe) shall not be less than the time shown for the given diameters in the following table:
| Pipe Diameter (inches) | Minutes | |
|---|---|---|
| 4 | 2.0 | |
| 6 | 3.0 | |
| 8 | 4.0 | |
| 10 | 5.0 | |
| 12 | 5.5 | |
| 15 | 7.5 | |
| 18 | 8.5 | |
| 21 | 10.0 | |
| 24 | 11.5 |
(4)
In areas where groundwater is known to exist, the developer or his contractor shall install a one-half-inch diameter capped pipe nipple, approximately 10 feet long, through the manhole wall on top of one of the sewer lines entering the manhole. This shall be done at the time the sewer line is installed. Immediately prior to the performance of the line acceptance test, the groundwater shall be determined by removing the pipe cap, blowing air through the pipe nipple into the ground so as to clear it, and then connecting a clear plastic tube to the nipple. The hose shall be held vertically and a measurement of the height in feet of water over the invert of the pipe shall be taken after the water has stopped rising in this plastic tube. The height in feet shall be divided by 2.3 to establish the pounds of pressure that will be added to all readings. (For example, if the height of water is 111/2 feet, then the added pressure will be 5 pounds per square inch gauge. This increases the 3.5 pounds per square inch gauge to 8.5 pounds per square inch gauge, and the 2.5 pounds per square inch gauge to 7.5 pounds per square inch gauge. The allowable drop of one pound and the timing remain the same.)
(5)
If the installation fails to meet this requirement, the developer or his contractor shall, at his own expense, determine the source of leakage. He shall then repair or replace all defective materials and/or workmanship as specified elsewhere. The air test shall be repeated until the reach of the sewer meets with the test requirements.
DD.
Water testing of manholes. When the sewer is tested and approved by the Town inspector, the manholes shall be tested by water. The tests shall be run using the following procedure:
(1)
The inlet and outlet pipe for the manhole shall be plugged with a plumbers plug that allows no leakage. The manholes shall be filled with water to a height just below the steel frame. The water shall remain for one hour to allow for stabilization and soaking of the water into the concrete.
(2)
The test shall be run for a minimum of three hours. Measurements from the top of the water to the top of the frame at the start and finish of the test shall be taken.
(3)
The manhole shall be watertight and no drop in water elevation shall be allowed.
EE.
Inspection of laterals from sewer to house.
(1)
Laterals from the street right-of-way or the property line to the house shall be constructed in accordance with the Town of Riga's specifications for building laterals, sanitary sewer laterals and any other type of plumbing.
(2)
It is incumbent upon the builder, the house owner or the plumber responsible for the work to make proper and timely requests for inspection. Inspection will be made essentially for the following purposes:
FF.
Penalties for noncompliance.
A.
General.
(1)
The developer shall generally maintain his tract in a neat and nuisance-free condition. Cellar excavations and trenches shall not be left open for prolonged periods or be allowed to fill with water and thereby create a hazard.
(2)
Where open storm drainage ditches or swales are constructed, the side slopes and bottom shall be neatly graded and left in a clean condition. Side slopes shall be topsoiled and seeded with perennial rye grass.
(3)
Vacant, unsold lots shall not be used as a depository for scrap lumber, excess earth or trash. These materials have to be hauled away promptly to a dump site approved by the Town of Riga and the NYSDEC, Region 8, Avon, New York.
B.
Wooded and open areas.
(1)
Fertilizer should be applied at a rate to deliver 1/2 pound of nitrogen, one pound of potassium and one pound of phosphorous per 1,000 square feet. Seed shall be applied at the rate of two to three pounds of live seed per 1,000 square feet.
(2)
Mulching. Within 48 hours after seeding, a mulch of clean new crop wheat straw shall be placed uniformly in a continuous blanket to provide a cover of 3 inches loose depth. A mechanical blower may be used to apply mulch, provided that the machine has been specifically designed and approved for the purpose. Machines which cut mulch into short pieces shall not be permitted.
C.
Grass and planted areas. Grass and planted areas shall be designated as all other areas not specified as wooded or open areas and including lawn areas. All work in connection with the restoration of grass and planted areas shall be performed by an experienced landscape contractor.
D.
Topsoil.
(1)
Topsoil shall be suitable for use in seeding and shall contain no material toxic to plant growth. It shall be placed to a compacted depth of four inches over subsoil and 12 inches (eight inches subsoil and four inches topsoil) over fill material containing stone or concrete.
(2)
Topsoil shall be used for the top four inches of backfill for trenches and excavations in grass and planted areas unless otherwise required by particular easement agreements. Topsoil shall be approved topsoil obtained from excavation operations or, if sufficient suitable material is not available, it shall be imported by the developer or his contractor.
(3)
Imported topsoil shall contain no admixture of refuse or any material toxic to plant growth and shall be reasonably free from subsoil, stumps, roots, brush, stones, clay lumps or similar objects larger than two inches in greatest diameter.
(4)
After topsoil is spread, all large, stiff clods and stones two inches or more in greatest dimension, roots and other debris shall be cleared and disposed of off site so that the finished surfaces shall be acceptable for seeding operations. In areas to be sodded, topsoil shall be graded to such elevations that when sod is placed, it shall be at the same elevation as the adjacent grassed areas.
E.
Liming, fertilizing and seeding.
(1)
All areas to be seeded shall be disked or otherwise loosened to a depth of two inches and shall be raked to true lines, free of all unsightly variations, bumps, ridges or depressions. All sticks, stones, roots or other objectionable materials which might interfere with the formation of a finely pulverized seed bed shall be removed from the soil.
(2)
Topsoil areas shall be lightly compacted and allow all low spots to be leveled. Limestone, if needed, shall be worked lightly into the top two inches of the soil.
(3)
Commercial fertilizer of a 1-2-2 ratio shall be applied by approved equipment at a rate to deliver 1/2 pound of nitrogen, one pound of potassium and one pound phosphorous to deliver per 1,000 square feet, and worked lightly into the top two inches of the soil. An additional application shall be made three to four weeks following germination.
(4)
Seed of the mix specified below shall be sowed with approved equipment at the recommended rates.
| Condition | Seed Mix | Rate (pounds/M) | ||
|---|---|---|---|---|
| Sunny dry/wet | 70% Kentucky Bluegrass 10% to 20% Perennial Ryegrass Remainder Fine Fescue | 3 to 4 | ||
| Low-maintenance dry/wet | 65% Fine Fescue 10% to 20% Perennial Ryegrass Remainder Kentucky Bluegrass | 3 to 4 | ||
| Shady dry | 60% to 80% Fine Fescue 10% Perennial Ryegrass Remainder Kentucky Bluegrass | 4 to 5 | ||
| or | ||||
| 80% Shade-tolerant Kentucky Bluegrass 20% Shade-tolerant Perennial Ryegrass | 3 to 4 | |||
| Shady wet | 70% Rough Bluegrass 30% Shade-tolerant Kentucky Bluegrass | 2 to 3 |
(5)
Mulch or seed mixture applied by hydroseeding with wood and paper fiber mulch at one ton per acre.
(6)
Procedure.
(a)
The grading of areas shall include the removal of loose or unstable stones, rock or other debris. Piles of soil or other material shall be leveled to fill gullies, pits and ruts and to secure a smooth mulching bed free from local humps, ridges or depressions to produce a smooth mulching bed as approved.
(b)
All disturbed areas shall be hydroseeded with a mixture of fertilizer, lime (if needed), seed, inoculant and soil sealer. On sloped areas, apply the following quantities per acre, measured on the basis of true slope face:
| Quantity | |||
|---|---|---|---|
| Material | Per 1,000 square feet | Per Acre | |
| Water (gallons) | 25 | 1,000 | |
| Seed mixture (pounds) | 1 1/2 | 60 | |
| Limestone, if required (pounds) | 70 | 3,000 | |
| Fertilizer mix* (pounds) | 25 | 1,000 | |
| Inoculant (pounds) | 10 | 400 | |
| Soil seal (pounds) | per recommendations of manufacturer | ||
| NOTE: | |
| *Fertilizer mixture: use 1/2 by weight of Type 1 and Type 2. | |
| Type 1: 5-10-10. | |
| Type 2: Uremite or Nitroform or Borden's 38 or equal. |
(c)
Mulch of wood and paper fiber shall be placed over slope areas along with the above mixture. It shall be applied at a rate of 1/2 ton to one ton per acre. Guare soil seal shall be applied at the manufacturer's recommended rate; or
(d)
A mechanical blower may be used to apply mulch material at a rate of two tons per acre. Then a mixture of 300 pounds to 500 pounds of wood and paper fiber mulch with Guare soil sealer shall be applied over the straw or hay with a hydroseeder.
(7)
Maintenance. The developer or his contractor shall, during the construction and prior to acceptance, properly care for all grassed sloped areas, performing all mulching operations necessary to provide protection and establish growth on the treated areas. Mulch which becomes displaced shall be reapplied at once, together with any necessary relining, refertilizing or reseeding, all at no expense to the town. Acceptance shall be made on the basis of production of two vigorous, healthy crown vetch seedlings per one square yard. No cutting is required.
F.
Guarantee. All work shall be guaranteed for a minimum one-year period from the date of initial acceptance of the work. Initial acceptance shall be made at the time that a vigorous, healthy stand of grass and all plantings have been established as determined by the Town representative. During the guarantee period, the developer or his contractor shall replace without charge all seeding, sod and plants that are dead or are in an unhealthy or unsightly condition in the opinion of the Town representative. Final acceptance shall be acknowledged after seeded and sodded areas and plantings have been in place for one year in a vigorous, healthy condition. The guarantee period shall end at that time.
A.
General. The developer shall place trees at the locations shown on the plans and as directed by the Planning Board. Trees shall be a minimum of 11/2 inches in diameter and placed outside the right-of-way. Spacing shall be at one-hundred-foot intervals on both sides of the right-of-way. Shade trees shall be Emerald Queen Maple, Crimson King Maple, Shademaster Locust, Greenspire Linden, Marshall's Seedless Ash and Autumn Purple Ash; other varieties shall be Bradford Pear (maturity 30 feet) and Campstre Maple (maturity 25 feet), as required by the Planning Board or approved equal. Trees shall not be planted next to fire hydrants, house laterals and services.
B.
Plants.
(1)
Quality.
(a)
Plants shall be in accordance with the American Standard for Nursery Stock Z60.1, latest version of the rules and grading adopted by the American Association of Nurserymen, Inc.
(b)
All plants shall have a normal habit of growth and shall be sound, healthy, vigorous plants with well-developed root systems. Plants shall be free of disease, insect pests, eggs or larvae.
(c)
Plants shall not be pruned before delivery. Trees which have a damaged or crooked leader or multiple leaders, unless specifically specified, will be rejected. Trees with abrasion of the bark, sunscalds, disfiguring knots or fresh cuts on limbs over 11/4 inches which have not completely callused will be rejected. Plants shall be freshly dug. No heeled-in plants or plants from cold storage will be accepted.
(2)
Size. Plants shall be measured when branches are in their normal position. Height and spread dimensions specified refer to the main body of the plant and not from branch tip to branch tip. Caliper measurements shall be taken at a point on the trunk six inches above the natural ground line. If a range of size is given, no plant shall be less than the minimum size, and not less than 50% of the plants shall be as large as the upper half of the range specified. The measurements specified are the minimum size acceptable and are the measurements after pruning, where pruning is required. Plants that meet the measurements specified but do not possess a normal balance between height and spread shall be rejected.
(3)
Inspection of plant material. The developer shall notify the Town in advance when the plant material is to be delivered and shall furnish an itemized list of the actual quantity of plant material in each delivery in order to coordinate inspection at the point of delivery.
(4)
Digging, wrapping and shipping. Plants should be dug up and prepared for shipment in a manner that will not cause damage to the branches, shape and future development of the plants after replanting. Plant material labels shall be securely attached by wire to all plant material delivered to the planting site, for the purpose of inspection and plant identification. All plant materials being transported more than 10 miles between grower and planting site will be covered.
(5)
Balled and burlapped plants.
(a)
Plants designated "B and B" on the proposal or on any subsequent list furnished shall be adequately balled with firm natural balls of earth of diameter and depth not less than that recommended by the American Standard for Nursery Stock. Balls shall be firmly wrapped with burlap.
(b)
All plants which are two inches in caliper or over shall be drum-laced. No balled plants shall be planted if the ball is cracked or broken either before or during the process of planting.
(6)
Protection against drying. All root balls of all plants shall be adequately protected at all times from sun and from drying winds. All balled and burlapped plants which cannot be planted immediately upon delivery shall be set on the ground and shall be well protected with soil or other acceptable material. Plants shall not remain unplanted for longer than two days after delivery.
C.
Planting preparation.
(1)
The contractor shall stake out on the ground locations for trees to be planted.
(2)
Rock, existing underground work, tree roots or obstructions encountered in the excavation of shrub and tree pits shall be brought to the attention of the town.
(3)
Work shall proceed after alternate locations have been designated or approved by the town.
(4)
The developer shall notify the Town in writing of all soil or drainage conditions which the developer considers detrimental to the growth of plant material.
(5)
Planting areas shall be free of debris or other deleterious matter prior to the placement of planting soil mixture.
D.
Planting.
(1)
Planting soil mixture shall be placed in layers not to exceed eight inches and rolled or tamped to the satisfaction of the town.
(2)
Plants shall be set at the same relationship to the finished grade as they bore to the ground from which they were dug. Planting soil shall be used to backfill approximately 2/3 full. The developer shall water thoroughly before installing the remainder of the planting soil to the top of the pit, eliminating all air pockets. The developer shall not backfill beds with planting soil until approved by the town.
(3)
The developer shall set the planting plumb and brace rigidly in position until the planting soil has been tamped solidly around the ball and roots.
(4)
Ropes or strings shall be cut from the top of the ball after the plant has been set, and the burlap or cloth wrapping shall be left intact around the balls. The developer shall turn under and bury portions of the burlap exposed at the top of the ball.
(5)
A four-inch deep saucer shall be formed around tree pits.
(6)
The developer shall mulch all planting areas and beds two inches deep immediately after planting and shrub planting.
(7)
All plants shall be watered immediately after planting. Planting areas shall be reshaped to conform to specified grades after full settlement has occurred, and mulch shall be restored.
(8)
Trunks of deciduous trees of a calpier of 11/2 inches or more shall be wrapped with a spiral wrapping to a minimum height of the third branches or 2/3 the height of the tree, whichever is highest. Wrap from the top down and tie the wrapping securely in place.
(9)
All trees shall be guyed and staked immediately after planting. Plants shall stand plumb after guying.
(10)
New plants shall be pruned only at the time of planting and in accordance with standard horticultural practice to preserve the natural character of the plant. Pruning shall be done under the supervision of the town. Pruning and trimming shall include the following:
E.
Cleanup. The developer shall at the completion of planting operations remove all rubbish, dirt and rejected materials no longer necessary for the completion of the remaining work.
F.
Replacement.
(1)
The developer shall replace without cost to the Town and as soon as weather conditions permit and within a specified planting period all dead plants and all plants not in vigorous, thriving condition. The plants shall be free of dead or dying branches and branch tips and shall bear foliage of a normal density, size and color. Replacements shall closely match adjacent specimens of the same species. Replacements shall be subject to all requirements stated in this section.
(2)
The developer shall make all necessary repairs due to plant replacements. Such repairs shall be done at no extra cost to the town.
G.
Guarantee.
(1)
Trees planted in accordance with these specifications shall be guaranteed for one year from the date of initial acceptance by the town. Trees found dead or not in a healthy growing condition shall be replaced by trees of the same size and species by the developer at his own expense.
(2)
The guarantee of all replacement plants shall extend for an additional period of one year from the date of their acceptance after replacement. If replacement plant material is not acceptable during or at the end of the said extended guarantee period, the Town may elect subsequent replacement or credit for each item.
A.
General. The developer shall construct portland cement concrete sidewalks with the dimensions and to the lines and grades shown on the plans in accordance with these specifications or as directed by the town. The driveway locations should be shown on the plans and have welded wire mesh placed in the concrete sidewalk and aprons at all driveway locations.
B.
Materials. The materials shall meet the requirements of applicable ASTM standards and shall conform to the following specifications:
(1)
Portland cement, ASTM C-150, Type II. No change will be allowed in the type of or brand name of the cement without proper authorization by the town.
(2)
Fine aggregate for the concrete shall meet ASTM C-33 specifications. The fine aggregate must also meet NYSDOT Standard Specifications, Section 703.01. Recent state tests made within the last 12 months or a statement of acceptance and use by the local NYSDOT office will be acceptable.
(3)
Coarse aggregate for the concrete shall meet ASTM C-33 specifications. Coarse aggregate must also be a crushed dolomite, or limestone meeting NYSDOT Standard Specifications, Section 703.02. Recent State tests made within the last 12 months or a statement of acceptance and use by the local NYSDOT office will be acceptable.
(4)
Gradations of coarse aggregate for various applications:
| ASTM No. 57 one inch to No. 4 | ||
|---|---|---|
| Sieve Size (inches) | Percentage Passing | |
| 1 1/2 | 100% | |
| 1 | 93% to 100% | |
| 3/4 | ||
| 1/2 | 27% to 58% | |
| 3/8 | ||
| 1/4 | 0% to 8% | |
(5)
Mixing water shall be fresh, clean and free from injurious amounts of alkali, organic matter or other injurious substances.
(6)
Admixtures. Air-entraining admixtures shall conform to ASTM C-260 specifications for air-entraining admixtures for concrete.
(7)
Water-reducing admixtures and retarding admixtures shall conform to ASTM C-494 specifications for chemical admixtures for concrete.
(8)
Storage of materials. Cement and aggregates shall be stored in accordance with ACI 318 and ACI 614.
(9)
Six by six by 6/6 reinforcing mesh. Welded wire mesh shall conform to ASTM Specification A-185. Prior to placing reinforcing mesh, all grease, dirt, mortar, excessive mill scale, injurious rust and any other foreign substance must be removed from the mesh.
(10)
The mesh reinforcement shall be placed in the position indicated and within the allowable tolerances specified. Before concrete is placed, all reinforcement shall be securely fastened and supported with approved metal chairs or other approved devices.
C.
Concrete preparation.
(1)
Proportioning ingredients. Proportions of cement, aggregates and water to attain required strengths by the water/cement ratio shall be in accordance with ACI 318, Section 502, Methods for Determining the Proportions of Concrete, Method 2. Adjustments for particular applications may be made with the town's approval.
(3)
All concrete shall contain a water-reducing admixture. (Follow manufacturer's recommendations.)
(4)
All concrete shall have a minimum cement content of six bags (606#). No reductions shall be made for admixture.
(5)
All concrete shall have a minimum compressive strength of 4,000 pounds per square inch at 28 days.
(6)
The slump range of the concrete shall not exceed 21/2 inches, plus or minus at the point of discharge.
D.
Concrete mixing. Hand mixing will not be permitted. Approved transit mixers may be used with the following qualifications:
(1)
The water shall be added to the mix at the site of the work and not more than 10 minutes prior to discharging the concrete into the forms.
(2)
Mixing time shall be at least five minutes.
(3)
Not more than 10 minutes shall elapse between the placing of consecutive batches unless an expansion joint is placed to separate concrete from consecutive batches.
(4)
Mixers shall be thoroughly cleaned after each batch. They shall not be cleaned in the street or on lawns along the site of the work.
(5)
The company furnishing the concrete in the transit mixers shall furnish the Town with a letter signed by a responsible official of the company certifying that the materials and proportioning conform to this specification.
(6)
No re-tempering of concrete shall be permitted.
E.
Subgrade preparation.
(1)
After preparing the site, the developer shall remove subsoil to the subgrade elevation. A string line shall be placed along the side of the cut in order to maintain proper grade and alignment.
(2)
Tree roots shall be neatly cut and trimmed at least two inches below and to the side of the boxed-out subgrade.
(3)
The developer bears the responsibility of contacting appropriate water and gas utility companies in order to have curb shutoffs staked out prior to starting the work.
(4)
Where fill material is required to meet the proper grade it shall consist of bank-run gravel acceptable to the town.
F.
Crushed-stone base. The developer shall install a washed No. 1 and No. 2 crushed-stone base course that has a total compacted thickness of four inches. This base course shall be placed under all proposed concrete sidewalks and shall be compacted as approved by the town.
G.
Form work and concrete placement.
(1)
Metal or wood forms of a type satisfactory to the Town shall be placed upon the base course. They shall be set true to line and grade. Sufficient form pins and other braces shall be used to prevent movement during concrete placement or finishing. Forms shall have a height equal to the full depth of the walk.
(2)
A scratch-plate shall be employed by the developer in fine grading to assure the full depth of the concrete walk.
(3)
Before placing concrete, the forms and base course shall be thoroughly wetted.
(4)
Concrete may be placed directly in the forms from the chutes of transit mixers, placing it as neatly as possible to its final position.
(5)
Concrete shall be thoroughly spaded and worked along both sides of the forms in order to get a dense mortar finish along both sides of the walk.
(6)
Concrete shall be placed to an elevation slightly higher than the top of the forms. It shall be worked with hand shovels in order to obtain a dense, well-consolidated mix.
(7)
Welded wire mesh shall be placed in the concrete at sidewalks and aprons for all driveway locations.
H.
Finishing and curing.
(1)
After placing and leveling off the concrete to an elevation slightly higher than the forms, it shall be rough screeded with a heavy screed riding on the forms. Excess concrete shall be continually removed from in front of the screed to prevent its raising up.
(2)
After rough screeding, a second pass shall be made to remove any transverse indentations caused by the rough screeding. Following this the surface shall receive a light broom finish. The broom shall be moist, but not dripping wet. It shall be clean and free of dirt or hardened cement particles which would mark the surface.
(3)
The sidewalk shall be edged with a proper metal edging tool.
(4)
Curing shall be accomplished by placing curing paper as soon as the concrete is sufficiently hardened. Colorless membrane waterproofing may be substituted if approved by the Town representative. Curing paper shall be brought down over the edge of the forms and the edges fully buried in earth in order to hold it in place and seal the air space under the paper. Curing shall continue for three days.
(5)
Forms shall be carefully removed after the end of the curing period.
I.
Joints. Full-depth joints shall be placed using one-eighth-inch steel plate (or an approved equal) for the full depth of the joint. After the concrete has sufficiently set-up, this plate shall be removed. In addition to the full-depth joints, dummy transverse joints (scoring) shall be formed every five feet using a deep-edge tool. Both longitudinal edges shall be finished in a similar manner.
J.
Convenience of property owners. The developer or his contractor shall provide an access ramp over the walk for each establishment until the concrete is sufficiently hardened.
K.
Testing. The consistency of each mix will be determined by the Town in the field, depending upon the effect provided by the ingredients. The developer or his contractor shall furnish standard equipment for making slump tests. Any batch that does not fall within the specified range of slumps shall be rejected by the Town and removed from the site of the work.
L.
Batching. All concrete will be batched from an automated plant accepted by the NYSDOT. Each concrete mixer shall be accompanied by a ticket showing the weights of ingredients in loads. The Town is to get a copy of the ticket at time of delivery.
A.
General. The developer shall provide adequate streetlighting and fixtures at the locations shown on the plans and as directed by the Town Planning Board.
C.
Materials.
(1)
Wiring, light poles, lights and foundations shall meet the National Electrical Code and the National Board of Fire Underwriters standards.
(2)
The developer shall provide the lighting plan, design standards and specifications prepared in conjunction with the electrical power corporation having jurisdiction in the service area.
(3)
The capital cost, maintenance and cost for electrical energy shall be described in detail as part of the lighting plan.
D.
Costs. The developer, as part of the lighting plan, shall include a cost estimate for the proposed work and include the cost in the letter of credit.
