[Amended 8-13-1991 by Ord. No. 7-91]
Unless otherwise specified by the Borough, all work shall be performed in accordance with New Jersey Department of Transportation Standard Specifications for Road and Bridge Construction, 1989, as amended. These specifications shall govern the installation and construction of improvements in all sections of subdivisions, final plats of which have not received formal Borough approval prior to the effective date of this chapter and to all construction work hereafter performed on previously approved final plats where adherence to the new specifications will not impose unnecessary hardship by reason of prior commencement of such construction, prior commitments of contracts or prior delivery of materials.
A. 
After the roadway site has been cleared, the Borough Engineer (hereinafter referred to as the Inspector), together with the engineering representative of the owner of the site, shall evaluate the natural subsoil material and subsoil drainage conditions by borings and soil analysis.
B. 
On the basis of the analysis and determination of this professional judgment as to the minimum standards for fully satisfactory results, the Borough Engineer shall specify, among the alternatives below, the requirements for subbase, subdrainage, roadway base and pavement. Such requirements shall then be incorporated by the owner in the final cross sections, profiles and utility plans submitted by him to the Planning Board in accordance with Article VII, § 85-43D, of this chapter. The Borough Engineer shall also submit a written report as to the conformance of the final plans to the requirements he has specified.
(1) 
If the natural subsoil contains 15% or less of material passing a No. 200 sieve and has adequate subsurface drainage, the owner shall be permitted to construct, directly upon the graded natural subsoil, pavement of a kind hereinafter specified.
(2) 
If the natural subsoil contains more than 15% of material passing a No. 200 sieve and has adequate subsurface drainage, a subbase of a thickness determined by the Engineer, but in no case less than six inches thick, shall be constructed. The subbase shall be of road gravel or similar material containing not more than 12% of material passing a No. 200 sieve and shall be constructed in accordance with Division 2, Section 9, of the Standard Specifications.
(3) 
If the natural subbase contains more than 15% of material passing a No. 200 sieve and does not have adequate subsurface drainage, underdrains of such size, location and number, together with access facilities as determined by the Engineer, shall be constructed in addition to the required subbase. Such underdrains may be constructed longitudinally on the side of the street and transverse to the street. Where constructed in the center of the street, underdrains shall be located with a minimum clearance of 18 inches from the sanitary sewer. The trench in which underdrains specified for roadway subsurface drainage purposes are laid shall be filled with crushed stone or washed pebbles (from 3/8 to 3/4 inch in size) for a minimum of six inches below, on both sides and above the pipe, and the balance of the trench from the top of the stone or washed pebbles to the subbase shall be filled with approved porous material for a width at least equal to the bottom of the trench, with a two-inch layer of salt hay or untreated paper being placed upon the top of the stone or washed pebbles. Underdrains shall be Type F, constructed in accordance with Division 5, Section 1, of the Standard Specifications.
A. 
Materials.
[Amended 8-13-1991 by Ord. No. 7-91]
(1) 
Bituminous stabilized base course. Materials shall conform to the requirements specified therefor in Section 304 of the Standard Specifications of the New Jersey Highway Department for Bituminous Stabilized Base Course, stone mix, Mix No. 1, except that the minimum bitumen content shall be 5%.
(2) 
Surface course. The paving materials shall be FABC Mix No. 5 as specified in the New Jersey Department of Transportation Standard Specifications, except the minimum percentage of bitumen shall be 6%.
B. 
Methods of construction.
(1) 
Subgrade. Before construction of the pavement, the subgrade shall be in a properly finished condition conforming to the proper line and grade and free of any soft spots or other deficiencies. Not more than 24 hours prior to commencing of operations on any subgrade, the subgrade shall be tested by running a roller, of a weight at least equal to that to be used in the paving operation, over the entire subgrade area. When permitted by the Engineer, testing may be performed by other equipment such as loaded trucks. When, in the opinion of the Engineer or his representative, the deformation of the subgrade under such tests is excessive, the subdivider will be required to stabilize the subgrade in a manner satisfactory to the Engineer. The subgrade shall not be prepared during freezing weather or when frozen or when it is unstable.
(2) 
Bituminous stabilized base course: the method of construction indicated for the materials above. The base course shall be laid on a properly prepared subgrade and shall consist of two equal courses unless otherwise approved by the Borough Engineer. Upon completion of the base course construction, the contractor shall cut samples from the pavement with a jackhammer, coring machine or other means suitable to the Engineer. The sample shall be intact for the full thickness of the base course and shall be of a size suitable to the Engineer. At least one sample shall be cut for every 1,000 square yards of base course. Where deficiencies in the required minimum thickness are noted, at least two additional cores will be required to determine the extent of such deficiency. The average thickness of the base course, as determined by any five or more samples representing continuous areas of pavement, shall be not less than five or six inches, and the minimum thickness permitted at any location will be 4 1/2 inches; the deficiency shall be made up by increasing the thickness of the surface course.
(3) 
Surface course.
(a) 
Prior to the placing of the surface course, the contractor shall repair any defects in the base course. Where cracking or any other type of failure has occurred in the base course, the contractor shall completely remove the base course, stabilize the subgrade if necessary and construct new base course. Where the deficiency involves depressions or raveling in the surface of the base course, the repair may be made by skin-patching with a suitable bituminous material.
(b) 
For checking of gutter drainage, the subdivider shall supply sufficient water at the high points of the streets and shall run said water into the gutters in order to determine whether or not gutter grades are satisfactory. Wherever puddles occur, he shall skin-patch the base course to achieve proper grades in the gutters. After repair of the base course, a tack coat shall be applied as specified in Section 3.10 of the New Jersey State Highway Department Standard Specifications.
(c) 
In the event of any deficiency in the surface course, such as raveling, depressions, cracking, etc., such deficiencies shall be repaired by removing the surface course and replacing with new material.
(d) 
All equipment and methods of construction shall conform to the New Jersey State Highway Department Standard Specifications of 1961, except that only one roller may be used where the area to be paved is sufficiently small, in the opinion of the Engineer, to make the second roller unnecessary.
[Amended 8-13-1991 by Ord. No. 7-91]
Materials. Curbs, sidewalks and aprons shall be constructed of portland cement concrete prepared in accordance with Sections 605 and 607 of the Standard Specifications, except as modified by the following mixture and construction specifications:
A. 
Mixtures.
Mix No. 1
(Curbs, Gutters, Streets)
Mix No. 2
(Sidewalks)
Maximum water-cement ratio (gallons per bag)
5.5
6
Minimum cement content (bags)
6.6
6
Air content (percent)
6, plus or minus 1
6, plus or minus 1
Aggregate size (inches)
 3/4 to 1
 3/4 to 1
Slump (inches)
3, plus or minus 1
3, plus or minus 1
Maximum fine aggregate content (percent)
40
40
Strength (pounds per square inch)
4,200
3,750
B. 
Joint filler shall be cellular compression material conforming to the requirements therefor of the Standard Specifications of the New Jersey State Highway Department, as amended and revised to date.
C. 
Methods of construction.
(1) 
The contractor shall make all necessary excavations or embankments for the construction and disposing of surplus materials. No filling shall be done below the proposed curb or gutter except when absolutely necessary, in which case such fill shall be made with clean sand or approved gravel and thoroughly tamped before concrete is laid thereon. All soft spots shall be thoroughly tamped, or, if necessary, soft or spongy material shall be removed and clean sand or approved gravel refilled in its place.
(2) 
Backfill for curb. Within 72 hours after curbing is completed and forms removed, the contractor shall backfill to the top of the curb in back and to the established gutter grade in front. Backfill shall be made with the materials excavated, except that any large or frozen lumps, wood, boulders or other foreign matter shall be removed before placing. Backfill shall be thoroughly compacted.
(3) 
Forms. Forms for concrete may be of lumber or steel. They shall be straight and of sufficient strength to prevent warping or bulging and to retain the concrete accurately in position. All mortar and dirt shall be removed from forms which have been previously used. Forms shall be well staked to the proposed lines and grades, and their upper edges shall conform to the finished surface of the curb. All forms shall be thoroughly wetted immediately before concrete is deposited against them.
(4) 
Concrete. Concrete construction, including curing, shall conform to the applicable requirements of the section on concrete structures contained elsewhere herein. The concrete shall be tamped and spaded or vibrated so that the forms are completely filled, the concrete thoroughly compacted and mortar flushed to the face and top.
(5) 
Joints.
(a) 
Concrete curb and gutters. Expansion joints shall be provided at intervals of 20 feet or when new construction abuts existing construction. The expansion joints shall be filled with one-half-inch-thick cellular compression material to within 1/2 inch of the top and face of the curb and to within 1/4 inch of the top of the gutter. Dummy joints shall be provided at alternate twenty-foot intervals.
(b) 
Concrete sidewalks and aprons. Expansion joints 1/2 inch wide shall be provided at intervals of 20 feet where the new paving abuts the curb or old work. The expansion joints shall be filled with one-half-inch-thick cellular compression material to within 1/4 inch of the top of the paving. For sidewalks, surface grooves shall be cut with an approved tool at least 1/4 inch thick at right angles to the line of the sidewalk and at intervals equal to the width of the sidewalk. Where new work abuts the existing sidewalk, the surface grooves shall be spaced to conform to the lines of the abutting walk. All surface edges shall be rounded to a radius of 1/2 inch.
(6) 
Curb finish. Before initial set, the top of the curb and the gutter shall be finished with a wood float to an even, smooth, dense surface. As soon as the forms can be removed, the face of the curb shall be given the same finish. Exposed edges shall be neatly rounded to a radius of 1/2 inch. The finished curb shall be true to the required grades, lines, dimensions and curvatures. Completed work shall be protected from traffic and the elements and shall be thoroughly wetted and kept moist for at least one day. Damaged, broken or cracked work shall be renewed by the contractor at his own cost and expense.
(7) 
Finishing of concrete sidewalks and aprons. The finish shall be with a wood float, followed by brooming to a neat and workmanlike surface. Exposed edges shall be neatly rounded to a radius of 1/2 inch. The concrete shall be cured as provided elsewhere herein. The sidewalk and grass shall slope at a rate of 1/4 inch per foot toward the top of the curbline except as otherwise amended by the Borough Engineer.
(8) 
Concrete work in cold weather. No concrete shall be poured between December 1 and March 1 of each year without the prior expressed written permission of the Engineer. Where such written permission is obtained, the Engineer shall specify the appropriate procedures to be followed from the Standard Specifications, requirements of which shall also apply from March to November in cold weather conditions.
(9) 
Concrete curb. Concrete curb shall be constructed in accordance with Division 5, Section 5, of the Standard Specifications, except that the mixture shall be as designated in these specifications. True joints shall be placed on the curb at twenty-foot intervals. Backfilling for curbs shall be made within 72 hours after construction. Curb dimensions shall be six inches wide at the top, nine inches wide at the bottom and 18 inches deep. Unless otherwise required by the Engineer, the reveal shall be six inches, except at driveways where a two-inch reveal shall be used. Where the curb is to be constructed along lines having a radius of 250 feet or less, securely anchored curved forms will be permitted for a curved curb where the radius exceeds 250 feet, provided that the ends of the tangents are finished to prevent the appearance of sharp angles. At street intersections, the curb corners shall have a minimum radius of 25 feet unless conditions are such that the minimum radius of 25 feet is not practical. Where such conditions may occur, the owners shall obtain written permission from the Engineer to decrease the radius.
A. 
Materials.
(1) 
Cement used shall conform to the following requirements of the American Society for Testing Materials, as amended to date:
(a) 
Standard portland cement.
(b) 
ASTM Designation C-150, Type 1.
(c) 
High early strength portland cement.
(d) 
ASTM Designation C-150, Type 3.
(e) 
Air-entraining portland cement.
(f) 
ASTM Designation C-175, Type 1-A.
(g) 
Air-entraining agent: Vinsol resin or Darex A.E.A.
(2) 
Aggregate, both fine and coarse, shall conform to the requirements therefor of the New Jersey State Highway Department Standard Specifications, as amended and revised to date.
(3) 
Water shall be clean, fresh and free of oils, acids, salts, organic matter or other injurious substances. Unless otherwise provided, all concrete shall be air entrained, having 4% to 7% of entrained air, and shall be produced by using standard portland cement, with or without additional additive as may be required.
(4) 
Reinforcing steel shall be intermediate grade deformed bars conforming to ASTM Designation A-15 and ASTM Designation A-432, as amended and revised to date.
B. 
Methods of construction.
(1) 
The Engineer will determine the slump ranges within which the contractor must work. Ready-mix or transit mix concrete may be used if obtained from sources approved by the Engineer. Equipment used to proportion and mix concrete on the job is subject to the approval of the Engineer.
(2) 
Forms shall conform to the shape, lines and dimensions and grades shown on the plans. They shall be firmly braced, tight and substantial so as to prevent movement, bulging and mortar leakage. Wherever concrete will be exposed to view, forms shall be smooth and clean.
(3) 
Forms for footings may be omitted wherever soil and workmanship permit accurate excavation to size. All forms shall be completely removed.
(4) 
Reinforcements shall be accurately cut, bent and placed in accordance with the plans. They shall be free of excessive scale or any foreign material that would tend to reduce bond. They shall be securely supported, tied and fastened to prevent movement while concrete is being placed.
(5) 
Subgrades and excavations and soil bases for foundations and slabs shall be properly finished to the prescribed lines, grades and dimensions and shall be approved by the Engineer before concrete is placed. All areas to receive concrete shall be free of frost, foreign matter and excessive water; provided, however, that forms and soil surfaces shall be uniformly damp when the concrete is placed.
(6) 
Concrete shall be handled and placed so as to avoid any segregation. Concrete which has begun to set or which has been contaminated with foreign materials or to which too much water has been added shall not be used. Pouring of concrete shall generally be a continuous operation until the placing of an individual section has been completed. Concrete shall be thoroughly compacted with vibrators or by other suitable means.
(7) 
All concrete shall be finished by screening and floating to the required lines and grades. Unless otherwise specified, all work shall have a wood-float finish; provided, however, that the contractor shall provide other finishes when so required by the place or specifications or so directed by the Engineer.
(8) 
After the concrete has been poured, it shall be kept continuously set for a period of one day or longer, as directed by the Engineer. Curing compound may be substituted for water, but in all cases curing shall be done in a manner approved by the Engineer.
(9) 
Expansion joints, dummy joints, construction joints and other appurtenances shall be provided as shown on the plans. Expansion joints shall have joint filler of the thickness indicated which shall extend the full depth of the concrete.
(10) 
After removal of forms, all permanently exposed surfaces shall be cleaned of stains and dirt, and all surface defects which do not impair structural strength shall be repaired by cutting and patching in a manner satisfactory to the Engineer.
(11) 
Concrete shall not be poured when the atmospheric temperature is below 40º F. or when there is any precipitation unless precautions satisfactory to the Engineer have been taken to prevent any damage to the work. Precautions necessary to avoid freezing of the concrete shall be in accordance with the current recommendations of the American Concrete Institute.
Fire hydrants shall be as manufactured by the Kennedy or Mueller Valve Company or other approved by Fire Marshal. Operating and cap nuts shall be one-and-one-half-inch pentagon. They shall be equipped with two hose nozzles and one steamer nozzle, size and threads to be in accordance with local fire company requirements. They shall have a provision for a six-inch connection to the main. The minimum valve opening for the hydrant shall be 4 1/4 inches.
A. 
Materials.
(1) 
Cast-iron pipe, including ductile iron pipe and fittings. Cast-iron and ductile iron pipe shall be centrifugally cast cement lined and shall conform to the requirements of the American Standards Association Specifications therefor, as amended and revised to date. In general, cast-iron and ductile iron pipe shall be thickness Class 22 for nominal pipe diameters for 12 inches and less and Class B for sizes 14 inches and greater. Cast-iron saddles shall be subject to the approval of the Borough Engineer.
[Amended 8-13-1991 by Ord. No. 7-91]
(2) 
PVC pipe and fittings. PVC pipe and fittings shall conform to the requirements of the American Society for Testing Materials Specifications therefore, as amended and revised to date. Except where required for special conditions such as excessive depth, PVC pipe and fittings shall be nonpressure and in no case less than Class 2400. All PVC pipe and fittings shall be furnished complete with sleeve-and-gasket-type couplings designed for use with the size and class of the pipe specified.
[Amended 8-13-1991 by Ord. No. 7-91]
(3) 
Vitrified-clay pipe and fittings. Vitrified-clay pipe and fittings shall conform to the requirements of the American Society for Testing Materials Specifications therefor, as amended and revised to date. Except where required for special conditions such as excessive depth, vitrified-clay pipe and fittings shall be extra strength or Vitra-Chem. All vitrified-clay pipe and fittings shall have factory-fabricated, gasket-type couplings with O-ring joints, which conform to the American Society for Testing Materials Specifications therefor, as amended and revised to date.
(4) 
Concrete. Any concrete required for cradles, pads, drop connections at manholes and any other miscellaneous items shall be 4,000 pounds per square inch, conforming to the requirements set forth elsewhere herein.
B. 
Methods of construction.
(1) 
Excavation and backfill shall conform to the requirements set forth for subsurface structure excavation. The contractor shall provide adequate equipment and so operate it as to maintain an essentially dry excavation, stable trench bottom, suitable working conditions and protection from water damage throughout and until the completion of the work.
(2) 
Pipes shall be laid in straight lines between manholes except when otherwise specifically provided or directed by the Engineer. When deviation from a straight line is permitted, the deflection of each joint shall not exceed the manufacturer's recommended maximum for the type of joint and size of pipe being installed. All pipe shall be laid to uniform grades between manholes.
(3) 
Before making each joint, the ends of the pipes and all joint members shall be thoroughly cleaned. All jointing shall be done in strict accordance with the manufacturer's recommendations and directions of the Engineer.
(4) 
No defective or leaking pipe, fittings, joints, connections, manholes or other parts of the work shall be acceptable. All visible leakage of any description, no matter where located, shall be corrected by the contractor in a manner satisfactory to the Engineer, whether or not the total leakage into the sewer is within the allowable maximum as determined by infiltration tests. Internal inspection by Television Inspection Unit shall be made after heavy construction traffic has ceased and before the top course of FABC is installed.
(5) 
Infiltration tests shall be made when and as directed by the Engineer, and no connections to flowing lines shall be made until the testing is complete and satisfactory results have been obtained. The contractor shall furnish all labor, material and equipment necessary for the infiltration tests.
(6) 
No section of sanitary sewer between adjacent manholes will be considered satisfactory or acceptable when the rate of infiltration thereinto exceeds 100 gallons per inch of internal diameter, per mile of sewer, per day; and no section of sanitary sewer one mile or more in length will be considered satisfactory or acceptable when the rate of infiltration thereinto exceeds 1/2 of the above-specified rate. Leakage in excess of the above shall be located and corrected by the contractor. Where deemed necessary by the Borough Engineer, exhiltration tests by use of air or water may be required in lieu of infiltration tests.
(7) 
Y-branches and service materials which are not to be immediately connected to flowing lines shall be securely plugged with an approved type of plug which will provide a permanently watertight seal.
(8) 
The contractor shall accurately record the station of each Y-branch placed and direction of the wye. He shall also show the location of each Y-branch on his copy of the plans and permanently mark each location with a cross-cut on the curb or a hub stake driven at the curbline.
(9) 
Drop connections at manholes and concrete pads at service risers shall be constructed as shown on the detail sheet of the plans and at the locations shown on the plans or as directed by the Engineer. All concrete work shall conform to the requirements as set elsewhere herein.
(10) 
When so required by the Engineer, the contractor shall flush such newly completed sewers as may be designated by the Engineer in order to remove any foreign matter which may have accumulated therein during construction. The contractor shall furnish all labor, material, equipment and water necessary for flushing and shall provide for the disposal of water used for flushing.
A. 
Materials.
(1) 
Reinforced-concrete pipe. Reinforced-concrete pipe shall conform to the requirements of the American Society for Testing Materials Specifications therefor, as amended and revised to date. Unless otherwise specified herein, reinforced-concrete pipe shall be Class III, Wall B.
(2) 
Corrugated metal pipe.
(a) 
Corrugated metal pipe and pipe arch shall conform to the requirements of the American Association of State Highway Officials specifications therefor, as amended and revised to date, and to the following gauge requirements:
Gauge
Diameter
(inches)
Aluminum
Corrugated Metal
15
14
16
18
12
16
21
12
16
24
12
14
30
12
14
36
10
12
42
10
12
48
10
10
54
8
10
60
8
8
(b) 
For pipe diameters in excess of 60 inches, the specific design shall be approved by the Engineer.
(c) 
Corrugated metal pipe and pipe arch shall be fully bituminous-coated inside and outside in accordance with current American Railway Engineering Association Specifications and shall have bituminous paved inverts. The invert paving shall fill the valleys of the corrugations a minimum of 1/8 inch. For found pipe, the invert shall cover not less than 25% of the inside perimeter of the pipe, and for pipe arch, the invert paving shall cover not less than 40% of the inside perimeter of the pipe. Corrugated metal pipe shall be permitted only by specified written approval by the Borough Engineer.
(3) 
Concrete. Four-thousand-pound-per-square-inch concrete conforming to the requirements set forth elsewhere herein shall be used for the construction of concrete cradles and in making connections to existing drainage structures.
B. 
Methods of construction.
(1) 
Excavation and backfill shall conform to the requirements for subsurface structure excavation. The contractor shall provide adequate equipment and so operate it as to maintain an essentially dry excavation, stable trench bottoms, suitable working conditions and protection from water damage throughout and until the completion of the work.
(2) 
Pipe shall be laid in straight lines between drainage structures, except when otherwise specifically provided. When deviation from a straight line is permitted, the deflection of each joint shall not exceed the manufacturer's recommended maximum for the type of joint and size of pipe being installed. All pipe shall be laid to uniform grades.
(3) 
Each section of pipe shall be solidly bedded in the trench bottom and shall be supported for its full length except where excess excavation has been made for joints. Before making each joint, the ends of the pipes and all joint members shall be thoroughly cleaned. All jointing shall be done in strict accordance with the manufacturer's recommendations.
(4) 
No defective or leaking pipes, joints, connections, manholes, inlets or other parts of the work will be acceptable. All visible leakage of any description, no matter where located, shall be corrected by the contractor in a manner satisfactory to the Engineer.
(5) 
Except when necessary to maintain a flow, storm drains shall not be placed in embankment until the embankment has been constructed and consolidated to proposed finished grade or subgrade, or to an elevation not less than three feet above the proposed top of the pipe, whichever is lower. After an embankment has been so constructed, trenches for storm drainage shall be excavated as hereinabove specified.
(6) 
When so required by the Engineer, the contractor shall flush such newly completed storm drains as may be designated by the Engineer in order to remove any foreign matter which may have accumulated therein during construction.
(7) 
The contractor shall furnish all labor, material, equipment and water necessary for flushing and shall provide for the disposal of water used for flushing.
(8) 
The locations of existing pipes and structures shown on the plans are approximate, and before construction, the contractor shall determine the exact locations of all existing pipes and structures in the vicinity of the proposed work. Connections to existing pipes and structures shall be made in a manner satisfactory to the Engineer.
A. 
Materials.
(1) 
Concrete. Concrete shall conform to the requirements specified elsewhere herein.
(2) 
Concrete block. Concrete block for the construction of manholes, inlets and catch basins shall conform to the requirements of the American Society for Testing Materials Specifications therefor, as amended and revised to date. Concrete blocks for manholes shall have the required radius and batter.
(3) 
Brick. Brick shall be Grade MA, conforming to the American Society for Testing Materials Specifications therefor, as amended and revised to date.
(4) 
Mortar. Mortar shall be 1:2 cement and mortar.
(5) 
Iron castings. Iron castings shall conform to the requirements of the American Society for Testing Materials. Specifications for gray iron casting, as amended and revised to date, shall be supplemented as follows: Castings shall have to be boldly filleted and arris shall be sharp and perfect. The castings shall be true to pattern in form and dimension, free of pouring faults, sponginess, cracks, blowholes and other defects which affect their strength and value for the service intended. The bearing surfaces of frames, covers and grates shall be fitted together so as to prevent rocking, and the pieces matchmarked.
(6) 
Ladder rungs. Ladder rungs shall be fabricated of rolled wrought iron or aluminum, conforming to the current American Society for Testing Materials Specifications therefor, and shall be subject to the approval of the Engineer.
B. 
Methods of construction.
(1) 
Excavation and backfill shall conform to the requirements of subsurface structure excavation manholes. Inlets and catch basins shall be constructed in accordance with the standard details shown on the plans. Unless otherwise specified or directed, manholes, inlets and catch basins may be constructed of either brick, concrete block or three-thousand-pounds-per-square-inch concrete.
(2) 
Concrete construction and construction for precast concrete manholes shall conform to applicable requirements elsewhere herein.
[Amended 8-13-1991 by Ord. No. 7-91]
(3) 
Concrete blocks and bricks shall be laid with vertical joints staggered. Joints shall be not more than 1/2 inch thick and shall be completely filled with mortar. The masonry shall be carried to such a height that a mortar joint not more than 1/2 inch thick will be required for setting the head casting without using split blocks or bricks. Outside walls shall be plastered with a five-eighths-inch-thick coat of mortar, troweled to a smooth finish. Inside walls shall have wiped joints.
(4) 
Outside walls of sanitary sewer manholes shall receive two coats of an approved coal-tar pitch.
A. 
Materials.
(1) 
Material for backfill, if acceptable to the Engineer or his representative, shall be the material excavated, except that any large and frozen lumps, wood, boulders or other foreign matter shall be removed before placing.
(2) 
If the excavated material is not acceptable as backfill material, all excavations shall be backfilled with run-of-bank sand or gravel. All excess excavated materials will be disposed of by the contractor in a manner acceptable to the Engineer.
B. 
Methods of construction.
(1) 
The contractor shall do all excavation of whatever substances encountered to the depth shown on the plans.
(2) 
Excavation shall not be carried below the required level except where unstable soil is encountered. The Engineer shall determine the depth of removal of unstable soil, and the contractor shall, at the Engineer's direction, remove and replace same with gravel, crushed stone or crushed slag thoroughly tamped. Whenever excavation has been made below the required level it shall be replaced with gravel, crushed stone or crushed slag and shall be thoroughly tamped.
(3) 
Ground adjacent to the excavations shall be graded to prevent water from running in. The contractor shall remove any water accumulating in excavations by pumping or other suitable means.
(4) 
The contractor shall do all bracing, shoring and sheeting necessary to prevent failure of the banks of the excavation and to protect the work, workmen, public, under- and aboveground utilities and structures, pavements and public and private property. The wellpoint system or portions thereof shall be removed by the contractor upon completion of backfill, and the holes remaining from the points shall be backfilled and thoroughly tamped.
(5) 
Excavations for manholes and other structures shall have a twelve-inch minimum clearance and twenty-four-inch maximum clearance on all sides. The width of trenches for pipe shall not be less than 16 inches and not more than 22 inches in excess of the outside diameter of pipe. Rocks and boulders present in excavation shall be removed within six inches of the pipe. Banks of excavation, unless otherwise indicated or allowed, shall be vertical.
(6) 
Preliminary excavation shall be made only to a depth of three inches above the final depth of any trench or other excavation. The remaining depth shall be carefully excavated, shaped and formed with hand tools immediately preceding laying of pipe or placing concrete. Trench bottoms shall be accurately formed to receive and support the bottom of the barrel of the pipe. Additional excavation shall be made in pipe trenches at the pipe joints and to prevent any possibility of a pipe resting on the bell rather than the barrel.
(7) 
After the structure has been completed, inspected and approved or, in the case of pipe, after each joint has been made, inspected and approved, backfilling shall proceed immediately. Where pipe has been laid, this shall be done in four-inch layers of suitable fine material, each layer thoroughly tamped, to a height of 12 inches above the top of the pipe. The remainder of the trench and the entire excavation for all structures other than pipe shall be backfilled in nine-inch layers, loose measure, each layer thoroughly tamped. Dampening of the material to be tamped may be required by the Engineer.
(8) 
Puddling or flushing in lieu of tamping may be used if approved by the Engineer or may be required by the Engineer. Shoring, sheeting and bracing of any kind shall be withdrawn as the backfilling proceeds, except that the Engineer may require such bracing to be left in place if it has been placed below the bottom of any structure or pipe or if he deems it necessary in order to protect adjacent structures, utilities or property.
[Added 6-11-2024 by Ord. No. 10-24]
A. 
All applicants for residential construction permits shall have the application reviewed by the Zoning Official and/or Borough Engineer to determine whether a topography and grading plan is required to be filed as part of the approval process by the Borough for the issuance of a construction permit. A topography and grading plan shall be a mandatory requirement for construction in connection with all major subdivisions. For minor subdivisions and construction over 200 square feet and individual lots, the determination of whether a topography and grading plan is required shall rest with the Borough Zoning Official and/or Borough Engineer.
B. 
In the event a topography and grading plan is required, the applications shall be reviewed and approved by the Borough Engineer. All lots shall undergo a final inspection of the grading, to be performed by the Borough Engineer. Following final inspection of the site, a written report shall be prepared by the Borough Engineer.
C. 
The lot grading plan must be prepared by a New Jersey state licensed land surveyor and New Jersey licensed professional engineer. All proposed grading plans shall be prepared to avoid an adverse impact on all adjoining or adjacent properties. The plan must depict the following items:
(1) 
Outbounds and topographic survey, including the depiction of any existing or proposed easements. The topography shall include contours at one-foot intervals and spot elevations at all property corners, low or high points and other distinct topographic features. Existing and proposed contour lines and spot elevations of the parcel, as noted above, and for 50 feet surrounding the parcel.
(2) 
All zoning setback lines and proposed building setbacks.
(3) 
Location and elevation of all existing improvements and/or utilities and all proposed improvements, including, but not limited to, accessory buildings, curbs, sidewalks, driveways, patios, decks, pools, fences and utility service lines.
(4) 
The proposed building basement floor, garage floor and finished first floor elevations, proposed contour lines at one-foot intervals and proposed spot elevations shall be shown at building corners, proposed swales, curb, sidewalk and driveways.
(5) 
When curb and sidewalk is proposed along a street, the grading plan shall also include spot elevations along the center line, edge of paving, proposed gutter line and top of curb and sidewalk at intervals no greater than 50 feet. A profile depicting these elevations and proposed design shall be included with the grading plan.
(6) 
The location and elevation of buildings on adjacent lots.
(7) 
All wetlands and wetlands buffers.
(8) 
Grading plans illustrating existing and proposed spot grade elevations and contours must be provided for all proposed pool construction, landscape hardscaping, building additions and single-family home construction.
(9) 
Backhoe test pits must be performed to document subsurface soil stratum and the seasonal ground high water table for all proposed single-family home construction. Finished basement floor elevations must be constructed one foot above the estimated seasonal high groundwater table.
D. 
The fee(s) payable hereunder shall be as set forth in Chapter 73, Fees.
[Added 6-11-2024 by Ord. No. 10-24]
A. 
The State of New Jersey, through the Uniform Construction Code, requires that a foundation location survey be submitted to the Borough Construction Official as soon as possible after the installation of the foundation wall. This plan shall be prepared by a land surveyor licensed by the State of New Jersey and show all building corners of the foundation. To confirm that the top of block elevation conforms to the approved plan, the permittee shall also submit a foundation location plan to the Borough Engineer for review. The foundation plan shall contain the top of the block.
B. 
Nothing in this section shall prohibit a permittee from commencing with framing prior to the submission of the foundation location plan to the Engineer but will instead be a matter to be resolved by the contractor prior to the issuance of the certificate of occupancy. However, since the permittee shall demonstrate conformance to the performance standards to the issuance of the certificate of occupancy, it is recommended that the foundation location plan be submitted to the Engineer as soon after the installation of the foundation walls as possible.