Town of Northborough, MA Chapter 10-40 Construction Standards

[HISTORY: Adopted by the Planning Board of the Town of Northborough. Amendments noted where applicable.]

§ 10-40-010 General requirements.

A. It is the intent that no street or way through private property shall be accepted by the town unless the same has been constructed and completed in accordance with the definitive plans and street profiles required in §§ 10-20-030 and 10-20-050, respectively, in these regulations, and in compliance with the following specifications.

B. All work done under the provisions of this chapter shall be done to the satisfaction of the Town Engineer or an authorized agent of the Planning Board; such person shall hereinafter be referred to as the inspecting agent.

C. To ensure high quality and uniformity of construction and unless otherwise specified, all the work and materials used in the work to be done pursuant to the Construction Standards, shall conform to the requirements of the Commonwealth of Massachusetts, Mass Highway, Standard Specifications for Highways and Bridges, 1995 Edition, as from time to time amended, as well as the Commonwealth of Massachusetts, Department of Public Works, Construction Standards, Part 3, 1977, as from time to time amended.

[Amended 10-7-1997]

D. The developer, in accordance with the contents for a definitive hearing (Chapter 10-24), shall be required to submit an estimate of quantities for the total project to the Planning Board for their review prior to the commencement of construction. The estimate will be used to determine the amount of any bond the developer must place as security at any time throughout the life of the project. Unit price costs on the estimate shall be established by the Board and shall be subject to change at any time based upon prevailing construction costs in the general area.

E. It shall be the responsibility of the subdivider to prepare as-built drawings of the subdivision construction during the progress of the work. The as-built maps shall be certified by the subdivider’s engineer or architect to show the actual as-built locations and profiles of all streets, ways and utilities and any changes authorized by the Planning Board or inspecting agent. A set of prints of the definitive subdivision plans may be used for this purpose. The prints shall be used to prepare two final Mylars reflecting the construction completed within the sub-division in accordance with these regulations. The final drawings shall be 24 inches by 36 inches in size and shall be submitted to the town for approval prior to the acceptance of the street.

F. The subdivider shall submit a schedule of the projected work by major categories of work to the Planning Board and the inspection agent for review and approval four weeks to the start of construction. The schedule shall be by calendar weeks and shall address each category as required by this section. The schedule shall be adjusted periodically to reflect the actual work progress and related modifications to the schedule.

G. As each construction phase is completed it shall be inspected for approval by the inspecting agent prior to starting work on the succeeding operation. Inspections during the work, as described above, shall be arranged with the inspecting agent prior to starting road construction and at each significant construction stage as specified below. The Planning Board or inspecting agent shall provide the subdivider with a checklist covering the required inspections. The inspecting agent shall record the date of inspection and shall file an inspection report with the Planning Board, subsequent to each investigation.

§ 10-40-020 First inspection.

The first inspection by the Board or its authorized representative shall be made upon completion of the following work:

A. Clearing and grubbing. This work shall consist of the cutting, clearing, grubbing removal and satisfactory disposal of brush, shrubs and trees under nine inches in diameter and their stumps; the grubbing removal and disposal of other stumps of various sizes; and the removal and disposal of walls, fences, miscellaneous structures and obstructions above ground surface, and all refuse and debris, within the limits of the roadways as shown on the plans and as directed by the authorized representative of the Board. The stumps of brush, shrubs and trees, together with their major root systems, shall be grubbed and removed from all excavation areas and under all embankments. All damage done to remaining trees by the contractor’s operations and all branches of trees extending within roadway areas shall be trimmed and painted where cut as directed by the authorized representative of the Board to provide a twenty-foot minimum vertical clearance. Dutch elm diseased wood shall be disposed of in accordance with the provisions of General Law, Chapter 660, Acts of 1948, and Chapter 761, Acts of 1949, Regulation 660-51A; and in accordance with any additional local regulations. Where the work includes the removal of elm trees or the limbs or stumps of elm trees, such trees, limbs or stumps thereof shall be disposed of immediately after cutting or removal in such a way as to prevent the spread of Dutch elm disease. The developer shall arrange for a location for the disposal outside of the site area and said location shall have the approval of the Board. Elm trees or limbs shall be either completely burned, if burning is allowed, or covered with earth to a depth of at least six inches in the approved disposal area. No burning shall take place within the site area. All stumps of elm trees, including the major root systems thereof, which are removed shall be disposed of by either covering with earth to a depth of six inches or by burning until the bark has been completely consumed, and then burying as specified above. All topsoil and organic materials shall be removed for the full length and width of the roadway to its full depth as directed by the authorized representative of the Board. No removal of topsoil from the development shall be allowed until a four-inch thickness of compacted topsoil shall be provided throughout the entire area of all lots and on the planting strips along the roadways. Only such areas as roadways, driveways, building sites and areas under proposed embankments shall be stripped of topsoil.

B. Roadway excavation. This work shall consist of the removal and satisfactory disposal of all material encountered above the roadway subgrade. Unsuitable material encountered within the limits of the roadway shall be excavated to its full depth as directed by the authorized representative of the Board and shall be replaced with a clean granular gravel conforming to the gradation of the roadway subbase. [See § 10-40-030D(7).] In areas of cut, all material shall be removed to a minimum depth of 15 inches below the finished grade as shown on the roadway profile and in accordance with the typical roadway section. Ledge or rock shall be drilled, blasted and shattered to a depth of five feet below the above-mentioned finished roadway profile and shall be removed to a depth of two feet three inches below said roadway profile.

§ 10-40-030 Second inspection.

The second inspection by the Board or its authorized representative shall be made upon completion of the following work, but prior to backfilling.

A. Storm sewers.

(1) General. This work shall consist of performing all excavation and backfilling operations for the construction of the storm drainage system, the installation and joining of all pipe and the installation, waterproofing and backfilling of all other storm drainage structures, such as catch basins and culverts.

(2) Catch basins.

(a) This work shall consist of constructing catch basin structures in accordance with the current issue of the Massachusetts Department of Public Works Standard Specifications for Highways and Bridges.

(b) Catch basin structures shall be constructed of precast concrete sections or of barrel blocks and mortar, at the option of the developer.

(c) Mortar shall be composed of portland cement and sand, with sufficient water to form a workable mixture. The volume of sand shall not exceed three times the volume of cement. Cement and sand shall conform to the requirements of ASTM Designations C150, Type II and C144, respectively.

(d) Precast concrete catch basin sections shall conform to the requirements of ASTM Designation C478-68T.

(e) The base section shall be monolithically pressure cast, having an inside diameter of 48 inches, as manufactured by Nashua Pre-Cast Corporation or approved equal.

(f) Joints between sections shall be mortar joints.

(g) Frames and grates shall conform to the requirements of AASHTO-M105, Class 30, and to the current issue of the Massachusetts Department of Public Works Standard Specifications for Highways and Bridges.

(h) When masonry is to rest on an excavated surface other than rock, care shall be taken not to disturb the bottom of the excavation, and final removal of the excavated material to grade shall not be made until just before the masonry is placed. In order to determine the character of the foundation material, the developer shall notify the authorized representative of the Board, who will make an inspection of the foundation. No masonry shall be placed until the foundation has been approved. Blocks shall be clean when laid. Block work shall be protected against weather and frost as directed or required. During adverse weather, the developer shall take all necessary precautions to ensure that the work is proper and satisfactory in all respects. Where required, protection shall be provided by use of tarpaulins, wood and building paper shelters, or by other approved means.

(i) During cold weather, masonry materials shall be preheated, if required, and the materials and adjacent structure into which they are to be incorporated shall be made and kept sufficiently warm so that a proper bond will take place, and a proper curing and drying will result. Protected spaces shall be artificially heated by approved means which will result in a moist or a dry atmosphere, according to the particular requirements of the work being protected. Ingredients for concrete and mortar shall be sufficiently heated so that the mixture shall be warm throughout when used.

(j) Blocks shall be laid with a push joint and in no case will sluicing or grouting of the joints be allowed, nor shall a joint be made by working in the mortar after the brick has been laid. All joints on the inside of the catch basin shall be neatly struck and pointed where plastering is not shown on the plans. No block work is to be laid in water; no water shall be allowed to rise on any masonry until it has set at least 24 hours; and no drainage shall be affected over or through the catch basin without permission. All work shall be cured for a period of not less than seven days after being placed and shall be protected from injury. Block structures shall not be backfilled until the outside plaster has set, one inch thick shall be placed around the outside of the bottom flange

(k) The blocks shall be wetted as necessary before laying. All joints shall be thoroughly flushed full of mortar and no joint on the inside face shall be greater than 1/4 inch. As the block walls are laid up, the outside of the structure shall be plastered with one-half-inch-thick mortar coat. The mortar coat shall be spread and troweled so that all cracks are thoroughly worked out. The inside of the bottom of the structure shall be plastered in the same manner. After hardening, plaster coats shall be carefully checked, by being tapped, for bond and soundness. No structure shall be backfilled until all mortar has completely set and been checked.

(l) Precast sections, where used, shall be set so as to be vertical and in true alignment, and all joints shall be fully mortared. Hood assemblies shall be installed in accordance with the current issue of the Massachusetts Department of Public Works Standard Specifications for Highways and Bridges and shall be fully mortared into place.

(m) Frames shall be set in full mortar beds true to the lines and grades. All voids beneath the bottom flange shall be completely filled to make a watertight fit. A ring of mortar at least extending to the outer edge of the masonry all around the circumference.

(n) Where directed, the castings shall be temporarily set to provide for drainage during construction.

(3) Manholes.

(a) Standards.

[1] This work shall consist of constructing manhole structures in accordance with the current issue of the Massachusetts Department of Public Works Standard Specifications for Highways and Bridges.

[2] Manhole structures shall be constructed of block and mortar or of standard precast concrete sections, at the option of the developer.

[3] Precast concrete manhole sections shall conform to the requirements of ASTM Designation C478-68T.

[4] Base sections shall be so cast as to provide a watertight seal and to allow a flexible joint capable of deflecting a maximum of 9° from the center line of the pipe. Base sections shall be monolithically pressure cast, having an inside diameter of 48 inches as manufactured by Nashua Pre-Cast Corporation or approved equal.

[5] All rubber gaskets shall be stored in as cool a place as practicable, preferably at 70° F. or less, and in no case shall the rubber gaskets be exposed to the direct rays of the sun for more than 72 hours.

[6] Rubber gaskets shall be lubricated with Tylox No. 7, or approved equal, in accordance with the manufacturer’s recommendation.

[7] Concrete used for block masonry manhole bases, thrust blocks, concrete fill and structures shall be Class A concrete with a minimum cement content of 560 pounds per cubic yard and a minimum twenty-eight-day compressive strength of 3,000 pounds per square inch. The aggregate shall conform to ASTM No. 467. Nominal size coarse aggregate shall be 1 1/2 inch to No. 4. Percent air shall not exceed 4.5.

[8] If, in the opinion of the authorized representative of the Board, testing of aggregates and testing of the compressive strength of the concrete is considered necessary, then the developer, at his own expense, shall furnish the proposed sources of concrete ingredients, together with the latest test results of coarse and fine aggregates. After approval of aggregates, a testing laboratory shall make a trial mixture and provide three test cylinders to be broken at seven days and three at 28 days. All laboratory work will be done at the developer’s expense. If the seven-day strength tests are satisfactory, the authorized representative of the Board will approve the mixture for placement of concrete subject to review based on twenty-eight-day tests.

[9] Waterproofing materials for all manholes shall be Minwax Fibrous Brush Coat, made by Minwax Company, Inc., New York, New York,; 450 Heavy Tnemecol, made by Tnemec Company. Inc., North Kansas City, Missouri; Tremco 121 Foundation Coating, made by the Tremco Manufacturing Company, Cleveland, Ohio; Inertol No. 7, made by Koppers Company, Inc., Pittsburgh, Pennsylvania; or approved equal.

[10] Excavation, shoring and sheeting and dewatering operations shall conform to the requirements specified above. Precast manhole sections shall be set so as to be vertical and in true alignment.

[11] The inverts of precast manholes shall be shaped with brick and mortar to provide channels conforming to the current issue of the Massachusetts Department of Public Works Standard Specifications for Highways and Bridges. When a pipe from a catch basin enters a manhole more than three feet above the shelf of the manhole, a hand assembly shall be installed to direct the flow downward.

[12] Castings shall be placed in accordance with the requirements specified above under catch basins.

[13] Adjustment of frame and cover of precast manholes to the lines and grades shall be made with brick and mortar as required.

[14] Two coats of bituminous waterproofing material shall be applied to the exterior surfaces of all manholes. The material shall be applied by brush or spray in accordance with the recommendations of the manufacturer.

(b) Reinforced concrete pipe.

[1] This work shall consist of furnishing and installing reinforced concrete pipe for storm drains in trenches and as drop connections at manholes and of furnishing, placing and compacting a crushed stone bedding; all in accordance with details as specified in these specifications.

[2] Reinforced concrete pipe shall conform to the requirements of ASTM Designation C76, Class IV. Wall B, with the following additional requirements:

(c) Requirements.

[1] The groove of all tongue-and-groove pipe and the bell of all bell-and-spigot pipe shall contain circumferential reinforcement equal in area to that of a single line within the barrel of the pipe. Reinforcement for bell-and-spigot pipe 12 inches to 24 inches in diameter shall be extended into the bell.

[2] The ends of reinforced concrete pipe sections shall be of such design that, when properly laid, they shall have a smooth and uniform interior surface. Each joint shall be sealed to prevent leakage and infiltration.

(d) Sealing materials shall conform to the following requirements:

[1] Rubber-gasketed joints shall conform to the requirements of ASTM Designation C443 and shall be flexible and able to withstand expansion, contraction and settlement. All rubber gaskets shall be stored in as cool a place as practicable, preferably at 70° F. or less, and in no case shall the rubber gaskets be exposed to the direct rays of the sun for more than 72 hours.

[2] Resilient joint materials shall consist of polyvinyl chloride or fiberglass impregnated with epoxy resin or other approved resilient joint materials. Laying and jointing operations shall be performed in accordance with ASTM Designation C-12 and in accordance with the manufacturer’s recommendations, where they do not conflict with C-12. Whenever the work ceases for any reason, the end of the pipe shall be securely closed with a tight-fitting plug or cover. Reinforced concrete pipe shall be laid and jointed in accordance with the applicable provisions as specified herein with generally accepted practice and with the following provisions in order to obtain proper installation of the pipe.

(e) Laying and sealing.

[1] The bedding shall be graded and prepared to provide a firm and uniform bearing throughout the entire length of the pipe and shall be placed in accordance with the requirements specified herein.

[2] Necessary facilities shall be provided for lowering and properly placing the sections of pipe in the trench. The pipe shall be laid to the lines and grades established and the sections closely jointed. All pipe shall be laid upgrade, unless otherwise permitted.

[3] All joints shall be cleaned and then sealed with the type of materials necessary to make a tight joint. Voids occurring in the outer and inner annular sealing material shall be filled with the same type of sealing material and the inside of the joint finished smooth. Liquid types of sealing materials shall be retained by molds or runners. Liquid materials shall be poured or pumped into the joint space in a continuous operation and agitated until the joint is completely filled.

B. Water systems. This work shall consist of furnishing, laying and jointing cement-lines castiron or ductile iron water pipe of various sizes, including all bends, elbows, tees, plugs, reducers, socket clamps and other fittings and appurtenances, gate valves and boxes, corporation stops and boxes, copper tubing and hydrants, performing all necessary leakage tests and disinfecting all completed water lines, as specified in these specifications and as directed by the authorized representative of the Water Board.

(1) Water mains.

(a) Cast-iron pipe and fittings shall be cement lined, coat-tar enamel double coated, mechanical-joint type and shall conform to the following USA standards:

[1] Pipe: A21.6 or A21.8 wall thickness Class 22 for pipe 12 inches and smaller and Class 24 for pipe greater than 12 inches.

[2] Fittings: A21.10.

[3] Cement lining: A21.4 with a thickness not less than 1/8 inch on pipe 12 inches and smaller and not less than 3/16 inch on pipe greater than 12 inches.

[4] Mechanical joints: A21.11.

[5] Flanges: B16.1.

(b) Ductile iron pipe conforming to USA Standards A21.51 and A21.50, Thickness Class 1, may be furnished in lieu of cast-iron pipe, at the option of the developer. Ductile iron pipe shall be cement lined and coal-tar enamel double coated as specified for cast-iron pipe. Fittings for use with ductile iron pipe shall be as specified for use with cast-iron pipe.

(c) All pipe and fittings shall be thoroughly inspected before being installed; all cracked or otherwise defective pipe or fittings shall not be laid, but shall be removed immediately from the work and new materials of acceptable quality shall be furnished.

(d) Flexible couplings shall be Dresser, Style 38, for cast-iron pipe or approved equal.

(e) Class A concrete for thrust blocks shall be in accordance with the requirements specified under manholes. [See Subsection A(3).]

(f) Water pipes and related appurtenances, such as hydrants, valves, etc., shall be sized and constructed to serve all lots on each street within a development in conformity with the specifications of the Water and Sewer Commissioners.

(g) The minimum size water main allowable shall be eight inches in diameter, except in those instances where the Water and Sewer Commissioners shall authorize the use of six-inch-diameter pipe for short distances where it can be ascertained that extension of the system is not possible.

(h) Water service lines shall be extended to each lot line before the street is surfaced. Shutoff valves to each service line shall be located in the grass area within the rightof-way.

(i) Installation and testing of all pipe shall conform to AWWA Standard Specification C600, except as herein modified.

(j) Water pipe shall be laid true to alignment and to a depth of not less than five feet, measured from the finished grade as determined by the contract to the top of the pipe, or as otherwise noted on the plans.

(k) Thrust blocks shall be constructed when practicable at all tees, bends, plugs or appurtenances in accordance with the table attached hereto, and as directed by the authorized representative of the Water Board. The blocks shall be placed against undisturbed ground and shall be so placed that pipe joints will be accessible.

(l) Adequate size socket clamps shall be furnished and installed in lieu of or in addition to thrust blocks as directed by the Water and Sewer Commissioners’ representative.

(m) Hydrostatic and leakage tests shall be made on such lengths of pipe and in such manner as the Water and Sewer Commissioners’ representative shall direct and in his presence.

(n) Trenches shall be kept free from water until the completion of the tests. The developer shall furnish all the necessary appliances and apparatus and make the tests at his own expense. Hydrostatic tests shall be made at a pressure 50% above the normal operating pressure, but in any case, not less than 150 pounds per square inch.

(o) The system shall then be disinfected in accordance with AWWA Standard Procedure C601, and samples shall be taken and tested to ensure that the degree of disinfection meets acceptable requirements.

(2) Gates and gate boxes.

(a) Gate valves shall conform to the requirements of AWWA Standard C500 and shall be equipped with cast-iron adjustable valve box and cover. Gate valves and gate boxes shall be of the type used by the town.

(b) Mechanical joints shall be as specified under Item 308.

(c) All valves shall be carefully handled by the use of hoists or skidways to avoid shock or damage.

(d) All gate valves shall be installed vertically and set to line and grade as directed. All valves, valveboxes and covers shall be marked in accordance with the standards of the Water and Sewer Commissioners.

(e) Laying and jointing, testing and disinfecting of gate valves shall comply with the applicable requirements of the Water and Sewer Commissioners.

(f) Each gate shall be tightly closed before being placed in the line and shall remain so until the joint on each side is completely made. Gate boxes shall be carefully fitted together and to each gate, and shall be securely held vertical and plumbed straight during backfilling. Covers shall be set to the finished grade as directed by the engineer.

(3) Corporation stops.

(a) Corporation stops shall be of the type used by the town and shall be equipped with cast-iron adjustable stop boxes and covers. Boxes shall be of the sliding type, heavy weight and made of light gray cast-iron, true to pattern and free from flaws. A stationary inside stop rod three feet long shall be furnished and installed with each box. Boxes and covers shall be thoroughly coated with two coats of asphaltum varnish. Covers shall be marked in accordance with the standards of the Water and Sewer Commissioners and shall have a screwed plug which may be removed for operation of the rod without removal of the cover.

(b) Each stop shall be tightly closed before being installed in the line and shall remain so until the service connection is complete. The stop shall then be opened during testing of the system.

(c) The corporation stops shall be tapped into the main at or above the horizontal diameter of the pipe. They shall be screwed firmly into the main so that the inlet end projects at least 1/8 inch beyond the inside face of the main and the key is upward. All connections shall be watertight.

(d) Where directed, boxes shall be carefully fitted together and securely held vertical and plumbed straight during backfilling. Covers shall be set so as to be flush with the top of the bituminous concrete base course to be placed.

(e) Testing and disinfecting of corporation stops shall conform to the applicable requirements as specified by the Water and Sewer Commissioners.

(4) Hydrants.

(a) Hydrants shall conform to the requirements of AWWA Standard C502 and to the type used by the town.

(b) Mechanical joints shall be as specified by the Water and Sewer Commissioners.

(c) Class A concrete for thrust blocks shall be in accordance with the requirements specified under manholes. [See Subsection A(3).]

(d) Crushed stone for drainage pockets at hydrant drips shall conform to the requirements specified under crushed stone. [See Subsection D(5).]

(e) Hydrants shall be properly supported on a flat stone or an approved substitute, set to the line and grade as directed by the Water and Sewer Commissions’ representative and held plumb while the joints are being made and during backfilling operations.

(f) Jointing, testing and disinfecting operations shall conform to the requirements of the Water and Sewer Commissioners. Thrust blocks shall be placed against undisturbed soil at the heel of all hydrants whenever possible.

(5) Water services.

(a) Copper tubing shall be soft, annealed seamless tubing for use with flared-tube fittings and shall conform to the requirements of ASTM Standard B88, Type K. Couplings shall be flared-tube type conforming to USA Standard B16.26.

(b) The depth of the service trench shall be at least six feet below finished grade and width of the trench shall be at least 2 1/2 feet.

(c) Operations and procedures relating to surplus material, trench subgrade preparation, excavation, backfilling, shoring and sheeting and dewatering shall conform to the applicable requirements specified under storm sewers. (See Subsection A.)

(d) Care should be exercised to prevent dirt and other foreign matter from entering the pipe and fittings.

(e) Joints in the copper tubing shall be kept to a minimum by use of coiled copper. Where necessary, joints shall be made with cast-brass three-part compression couplings of flared-tube-type fittings.

(f) Performing leakage tests and disinfecting the connections shall conform to the requirements of the Water and Sewer Commissioners.

(6) Curb stops and boxes.

(a) Curb stops shall be of the type used by the town. They shall be brass, male end and have tee handles drilled for attaching an extension rod. All tee handles shall be of the same size regardless of the curb stop size.

(b) Stop boxes and covers shall conform to the requirements specified under corporation stops. [See Subsection B(3).]

(c) Each stop shall be tightly closed before being installed in the line. The connection shall be made watertight, with suitable couplings and fittings and the stop opened during testing of the completed connection.

(d) Boxes shall be carefully fitted together and securely held vertical and plumbed straight during backfilling. Covers shall be set so as to be flush with the ultimate finished grade or as directed by the engineer.

(e) Testing and disinfecting of curb stops shall conform to the applicable requirements as specified by the Water and Sewer Commissioners.

C. Sanitary sewers.

(1) Standard of construction. The developer shall conform to the requirements of the Board of Water and Sewer Commissioners and the Northborough Regulations Governing the Discharge of Waters and Wastes into the Public Sewer System.

(2) Independent on-site systems. The specifications for on-site sanitary systems shall be determined by the Northborough Board of Health.

D. Excavation.

(1) Trenching.

(a) Trench excavation shall include the removal and satisfactory disposal of all materials, including ledge encountered within the limits of the planned trench. For trench details see the current issue of the Massachusetts Department of Public Works Standard Specifications for Highways and Bridges. Unsuitable material encountered at the bottom of trenches shall be removed as directed by the authorized representative of the Board.

(b) When excavating sewer, drainage or water line trenches, and solid rock or other unyielding material is encountered, the material shall be removed below the bottom of the pipe to a minimum depth of six inches. This clearance shall be provided under bell ends as well. Backfill material below the bottom of the pipe in the resulting trench shall be crushed stone for storm sewer pipe or gravel borrow for water pipe. Such shoring and sheeting as may be required shall be installed to protect the excavation, workmen or other work as directed by the unauthorized representative of the Board.

(2) Dewatering.

(a) The developer shall provide effective water control systems such as diversion channels, temporary excavations and embankments, pumps or other temporary facilities as may be necessary for dewatering trenches in order to construct drainage structures; lay and joint pipes; place and compact base materials such as crushed stone and gravel borrow; and perform backfill operations.

(b) All excavation areas shall be maintained dry for such time and by such means that will prevent the entering of water through or from the adjacent ground if such entering water could, in the opinion of the authorized representative of the Board adversely affect the stability of the foundation material, the adjacent ground or a structure.

(c) Dewatering shall not be discontinued until the completed structure or facility has been inspected and approved and backfill material has been placed and compacted.

(d) In all cases where dewatering systems are used, an erosion control plan must be submitted for review and approval by the Town Engineer. In cases where the discharge will be within 100 feet of a wetland, approval of the Conservation Commission will also be required.

[Amended 2-11-1991]

(3) Blasting. When the use of explosives is necessary for the prosecution of the work, the developer shall see that the provisions of MGL C. 148, §§ 9, 10 and 10A, as amended, under the direction of the Fire Chief, are complied with.

(4) Ledge. Ledge excavation shall extend to a depth of not less than 15 inches below the bottom of concrete foundations. The resulting trench below the bottom of the foundations shall be backfilled with crushed stone.

(5) Crushed stone.

(a) Crushed stone shall be placed beneath all drainage structures and shall be used to replace all over-depth excavation performed in storm sewer and water trenches. The work shall be performed in accordance with these specifications, as specified in the details attached hereto and as directed by the authorized representative of the Board.

(b) Crushed stone shall be clean and free from decomposed materials, vegetable matter and other deleterious substances. The aggregate may be crushed rock, crushed gravel or uncrushed screened gravel.

(c) The percentage composition by weight of crushed stone shall conform to the following grading requirements:

Sieve Sizes	Percentage Passing
1 inch	100
3/4 inch	90 - 100
1/2 inch	10 - 50
3/8 inch	0 - 20
No. 4	0 - 5

(d) Grading requirements for crushed stone shall be determined by AASHTO Test Designation T-27.

(e) When subjected to the Los Angeles abrasion test, the crushed stone shall not show more than 35% wear, as determined by AASHTO Test Designation T-96.

(f) Gradation tests shall be performed by a registered professional engineer at the expense of the developer. The results of such tests shall be submitted to the Board.

(g) No storm sewer structure, including pipe, shall be backfilled until an inspection has been made by the authorized representative of the Board and until approval to proceed has been given to the developer.

(6) Backfill.

(a) Backfill shall consist of excavation material free from stones or lumps exceeding three inches in greatest dimension, vegetable matter and other unsatisfactory material. When the material from excavation is unsuitable for use as backfill, it shall be disposed of as directed by the authorized representative of the Board and gravel borrow shall be furnished by the developer for the backfill.

(b) Backfill material shall be placed in horizontal, uniform layers not exceeding eight inches in thickness before compaction and shall be brought up uniformly on all sides of the pipe. Each layer of backfill shall be compacted to a relative compaction of not less than 90% as determined by AASHTO Test Designation T-99, Method C.

(c) Compaction equipment or methods that produce horizontal or vertical earth pressures which may cause excessive displacement or may damage the structure shall not be used.

(d) Compaction of structure backfill by ponding and jetting will be permitted when, as determined by the authorized representative of the Board, the backfill material is of such character that it will be self-draining when compacted and foundation materials will not soften or be otherwise damaged by the applied water and no damage from hydrostatic pressure will result to the structure. Ponding and jetting of the upper four feet below finished grade will not be permitted. When ponding and jetting are permitted, material for use as structure backfill shall be placed and compacted in layers not exceeding four feet in thickness. The work shall be performed without damage to the structure and embankment, and in such a manner that water will not be impounded. Ponding and jetting methods shall be supplemented by the use of vibratory or other compaction equipment when necessary to obtain the required compaction. Water used for ponding and jetting shall be furnished and applied by the developer.

(7) Gravel borrow.

(a) Gravel borrow shall consist of inert material that is hard, durable stone and coarse sand, free from loam and clay, surface coatings and deleterious materials.

(b) The percentage composition by weight of the gravel borrow shall conform to the following requirements:

Sieve Sizes	Percentage Passing
3 inches	100
1/2 inch	50 - 85
No. 4	40 - 75
No. 40	10 - 35
No. 200	0 - 10

(c) Gradation requirements for gravel borrow shall be determined by AASHTO Designations T-11 and T-27.

(d) Gravel borrow used for backfill of water pipe trenches shall conform to the gradation requirements specified above, except that 100% of the material shall pass a two-inch sieve.

(e) Gravel borrow shall be delivered as a uniform mixture. Segregation of the aggregates shall be avoided and after placing the material, it shall be free from pockets of coarse or fine aggregate.

(f) Where the required thickness is eight inches or less, the gravel borrow may be placed and compacted in one layer. Where the required thickness is more than eight inches, the material shall be placed and compacted in two or more layers of approximately equal thickness by the maximum compact thickness of any one layer shall not exceed eight inches.

(g) At locations where the gravel borrow is to be placed over areas inaccessible to spreading equipment, the gravel borrow may be placed and compacted by any means to obtain the specified results.

(h) The developer shall submit results of compaction tests performed by a registered professional engineer, Commonwealth of Massachusetts, to the Board for approval prior to final release of the conditions of either a bond or a covenant. The locations of such tests shall be determined in the field by the authorized representative of the Board.

§ 10-40-040 Third inspection; gravel borrow.

A. This work shall consist of furnishing, placing and compacting gravel borrow in accordance with the details shown on the plans, as specified in these specifications and as directed by the authorized representatives of the Board.

B. This material shall be used for the construction of the roadway subbase and, if required, for embankment construction.

C. The finished subgrade, immediately prior to placing the gravel subbase thereon, shall have a relative compaction of not less than 95% for a depth of six inches as determined by AASHTO Test Designation T-99, Method C. The subgrade shall be smooth and uniform and true to the required grade and cross section. The surface of the grading plane at any point shall not vary more than 0.05 feet above or below the grade approved by the Board.

D. The finished subbase, before paving, shall not vary more than 0.05 feet above or below the grade approved by the Board.

E. Subgrade that does not conform to the above requirements shall be reshaped to the specified tolerance and recompacted. No material shall be placed upon the prepared subgrade until the subgrade is in a condition meeting the requirements specified.

F. Gravel borrow and placement shall conform to all of the specifications herein under storm sewers, K, gravel borrow and, in addition, shall conform to the following specifications.

G. The relative compaction of each layer of compacted gravel borrow shall not be less than 95% as determined by AASHTO Test Designation T-99, Test Method C.

H. The developer shall submit results of compaction tests, taken in the subgrade and in the gravel subbase, performed by a registered professional engineer, Commonwealth of Massachusetts or qualified firm, to the Board for approval prior to final release of the conditions of either a bond or a covenant.

I. The locations of such tests shall be determined in the field by the authorized representative of the Board.

§ 10-40-050 Fourth inspection.

The fourth inspection by the Board or its authorized representative shall be made upon completion of the following work:

A. Pavement.

(1) All streets shall have three inches of bituminous concrete pavement laid in two courses. The first course shall be a two-inch layer of Class I bituminous concrete binder course, Type I-1. The second course shall be a one-inch layer of Class I bituminous concrete wearing surface, Type I-1.

[Amended 7-23-1990]

(2) The bituminous concrete shall be mixed, spread, finished and compacted in accordance with the Commonwealth of Massachusetts, Department of Public Works Standard Specifications for Class I bituminous concrete pavement, Type I-1.

B. Curbing.

(1) Granite curbing and granite guttermouths as required by these specifications shall be installed prior to paving.

(2) All granite curbstones shall be basically light gray in color, free from seams and other structural imperfections which would impair its structural integrity, and of a smooth splitting appearance. Natural color variations characteristic of the deposit from which the curbing was obtained will be permitted.

(3) All surfaces which are to be exposed shall be thoroughly cleaned, with all iron particles or rust removed by sandblasting or other satisfactory methods approved by the Board. All saw marks in excess of 1/8 inch shall be removed.

(4) Inlet stones shall conform to the geometry and dimensions as shown in the current issue of the Massachusetts Department of Public Works Standard Specifications for Highways and Bridges.

(5) The top surface of stones shall be free from wind and shall be peen hammered or sawed to a true plane without projections or depressions greater than 1/8 inch. The front and back arris lines shall be pitched straight and true. The back face of the inlet stone, for a distance of three inches down from the top, shall have no depressions or projections which would exceed a batter of 4/12.

(6) The front face shall be at right angles to the plans of the top and ends, and shall be smooth quarry-split, free from drill holes and without projections greater than one inch nor depressions greater than 1/2 inch measured from the vertical plan of the face through the arris or pitch line for a distance down from the top of 10 inches. For the remaining distance, depressions or projections shall not exceed one inch.

(7) The ends shall be squared with the top for their entire depth finished such that future butt joints formed do not exceed 1/2 inch for the full width of the top and for 10 inches down on the face. The arris formed by the intersection of the plane of the end with the planes of the top and exposed faces shall have no variation greater than 1/8 inch from the planes of the top and exposed faces.

(8) The guttermouth for inlet stones shall be cut in the front face of the stone to the geometry and dimensions as shown in the current issue of the Massachusetts Department of Public Works Standard Specifications for Highways and Bridges.

(9) Gravel borrow for bedding granite curbstones and their backing shall be furnished, placed and compacted in accordance with the provisions specified under gravel borrow. (See § 190-57.)

(10) Mortar used for bedding the inlet stones shall conform to the requirements specified under catch basins.

(11) All curb inlet stones shall be set in a full mortar bed on the supporting back walls of catch basins. Exposed surfaces of curb shall be kept clean and free from mortar and cement stains. The overhang on each side shall be sufficiently supported throughout by bedding in a thoroughly tamped gravel bed at least six inches in depth and 18 inches in width.

(12) After the stones are set, the remaining trench shall be backfilled with gravel and thoroughly compacted to the required grade, care being taken so as not to disturb the sloping granite curb.

§ 10-40-060 Fifth inspection.

The fifth inspection by the Board or its authorized representative shall be made upon completion of the following work.

A. Sidewalks. Sidewalks shall be constructed on both sides of each street and as shown on the approved definitive plan. Sidewalks shall be at least five feet wide and shall be pitched toward the gutter 3/16 inch to one foot. The base shall be a minimum of eight inches of gravel borrow conforming to all of the specifications herein relating to gravel borrow for roadway subbase. Thereafter, each sidewalk shall receive a one-inch course of Class I bituminous concrete binder course, Type I-1, and a one-inch course of Class I bituminous concrete wearing surface course, Type I-1. Materials shall conform to the Commonwealth of Massachusetts, Department of Public Works Standard Specifications for Bituminous Concrete Sidewalks.

B. Loaming and seeding.

(1) This work shall consist of furnishing and placing stockpiled loam or loam borrow and of furnishing and spreading grass seed on suitably prepared roadway side slopes, planting strips and lots as specified herein under clearing and grubbing. All loam placed within the entire subdivision shall have a minimum thickness of four inches compacted, provided that an additional four inches of acceptable subsoil either exists or is placed beneath the loam.

(2) Loam borrow shall consist of a fertile, friable, natural topsoil, typical of the locality, without a mixture of subsoil, refuse or other foreign materials, and shall be obtained from a well-drained, arable site. It shall consist of about equal portions of sand, silt and clay particles, mixed so as to exhibit properties of both sand and clay; be reasonably free of stumps, roots, heavy or stipp clay, stones larger than one inch in diameter, lumps, coarse sand, noxious weeds, sticks, brush or other litter; and shall have demonstrated that it is reasonably well-drained, does not contain toxic amounts of acid or alkaline elements and is fully capable of sustaining heavy vegetation.

(3) The loam shall contain at least 4%, but not more than 20%. of organic matter as determined by the loss of ignition of over-dried samples. Test samples shall be oven-dried to a constant weight at a temperature of 221° F. plus or minus 5°.

(4) The areas upon which the loam is to be placed shall be suitably prepared.

(5) The loam borrow shall be hauled to the project site by the developer and deposited and spread on areas and to the directed depth specified herein.

(6) The developer shall maintain clean haul vehicles to ensure against depositing loam on the roadway surfaces of the haul route. Any loam or other dirt spilled upon said roadway surfaces shall be removed promptly and thoroughly before it becomes compacted by traffic.

(7) Any existing growth on areas to be loamed shall be cut to a maximum height of two inches prior to loam spreading. After the loam has been spread, it shall be carefully prepared, with all large stiff clods, lumps, large stones, brush, roots, stumps, litter and other foreign materials being removed and satisfactorily disposed of.

(8) The loam area shall then be compacted by rolling, dragging or any other method which produces satisfactory results. The degree of compaction shall be equivalent to that produced by hand rolling with a roller weighing from 75 to 100 pounds per foot of width. Grading shall continue until a reasonably smooth and even finish, true to the required grade and depth of loam, is attained.

(9) Grass seed shall be of previous year’s crop, with a weed seed content less than 1% by weight, shall comply with Massachusetts and federal seed laws, and shall be furnished, premixed and conforming to the following requirements:

(a) For grass plots and islands.

Type	Proportion by Weight (percent)	Minimum Germination (percent)	Minimum Purity (percent)
Red fescue or chewing fescue	60	70	83
Red top	20	90	92
Kentucky blue	20	80	85

(b) For slopes four to one and steeper.

Type	Proportion by Weight (percent)	Minimum Germination (percent)	Minimum Purity (percent)
Creeping red fescue or chewing fescue	25	85	97
Alta fescue	30	85	97
Annual rye grass	20	90	98
Red top	15	90	92
White clover or alsike	10	90	98

(c) Seeding of slopes two to one: Two-to-one slopes shall be planted with vegetative cover suitable to the area.

(10) A manufacturer’s certificate of compliance to these specifications shall be submitted with each seed shipment prior to sowing any seed guaranteeing conformance with the above requirements and the net weight.

(11) Limestone and fertilizer shall be only such as will have been marketed in accordance with those provisions of General Laws, Chapter 94, as amended, which relate to commercial fertilizers.

(12) Limestone shall consist of either pulverized calcareous or dolomitic limestone, ground such that 95% will pass a No. 20 sieve and at least 50% will pass a No. 100 sieve, and shall have a satisfactory neutralizing value.

(13) Fertilizer shall be furnished in closed containers, plainly marked with the chemical analysis of the product, which shall have one of the following compositions by weight:

Elements	Composition 1 (minimum percentage)	Composition 2 (minimum percentage)	Composition 3 (minimum percentage)
Nitrogen	10	8	7
Available phosphoric acid (P205)	6	6	7
Water soluble potash (K20)	4	4	7

(14) At least 50% by weight of the nitrogen content of the fertilizer shall be derived from organic materials.

(15) The developer shall not commence seeding operations prior to obtaining permission from the authorized representative of the Board.

(16) Any areas to be seeded which have become compacted hard shall first be rototilled to a depth of three inches as directed by the authorized representative of the Board and regarded satisfactorily.

(17) All debris and stones with dimensions greater than one inch shall be removed before seeding operations begin.

(18) Before seeding, laboratory tests shall be run to determine the acidity and fertility of the loam or topsoil. Results of tests shall be submitted to the Board. Limestone and fertilizer shall then be applied in amounts required to correct any deficiencies found in the loam of topsoil.

(19) Limestone and/or fertilizer may be applied in dry form or hydraulically. After uniform spreading on the top layer of loam or topsoil, the limestone and/or fertilizer shall be thoroughly worked into the full depth of loam or topsoil by spading, harrowing or rototilling and the area graded to the required grade and cross section. The rate of application of fertilizer shall be 0.2 pounds per square yard, unless otherwise directed. If lime-stone and fertilizer are applied dry, the limestone shall precede the fertilizer and shall be worked thoroughly into the soil before the fertilizer is spread.

(20) After satisfactory preparation of the loamed or topsoiled areas, grass seed shall carefully and uniformly be sown thereon at a rate of 3.6 pounds per 100 square yards. No seeding shall be done during windy weather or when the ground is frozen, wet or otherwise nontillable. Seeding shall be done in two directions at right angles to one another. Areas with less than three-to-one slopes shall be seeded using an approved drill seeder.

(21) The application of limestone and fertilizer, as necessary, and grass seed, may be made in one operation using an approved spraying machine on slopes steeper than three to one. The material shall be mixed with water in the machine and kept in an agitated state to preserve uniform suspension in the water.

(22) A certified statement shall be furnished to the authorized representative of the Board prior to the start of spraying, specifying the number of pounds of limestone, fertilizer and grass seed per 100 gallons of water and also the number of square yards per gallon that can be covered using the specified solution.

(23) The solution shall be applied throughout such that the resulting deposits of limestone, fertilizer and seed are equivalent to quantities as prescribed above.

(24) Immediately following the sowing of the seed, the areas shall be thoroughly covered with a thin layer of loam or topsoil by raking, harrowing or dragging the surface.

(25) Grassed and seeded areas shall be kept moist to a depth of at least two inches to assure continuous growth. Watering shall be done in a manner which will provide uniform coverage without erosion and prevent damage to the finished surface by watering equipment. Areas shall be watered whenever directed. Watering equipment shall be sufficient to apply complete coverage within an eight-hour period.

(26) If necessary, suitable signs and barricades of brush or other materials shall be placed to protect seeded areas.

(27) All areas which fail to show a uniform stand of grass shall be reseeded until all areas are covered with a satisfactory growth of grass. A stand of grass shall have uniform coverage of at least 60% established permanent grass species with at least 100 plants per square foot, and all areas shall be satisfactory to the Board.

(28) The developer shall care for all of the seeded areas until Conveyance or until release from the terms of the agreement between the developer and the Planning Board. Care shall include any regrading, refertilizing or reseeding required.

C. Bounds.

(1) Stone or reinforced concrete bounds shall be set and maintained in place on both sides of the street right-of-way at all angle points and at the beginning and end of all curves and as shown on the definitive plan. The bounds shall be not less than four feet in length and not less than six inches square throughout the length and shall have a drill hole in the center and shall be set flush with the grade of the surrounding ground. Wrought iron rods set in mortar in drill holes or discs approved by the Board set in drill holes may be used where points fall on exposed ledge.

(2) Each lot line established within the subdivision shall be completely defined in accordance with the corresponding plans recorded or to be recorded at the Worcester District Registry of Deeds, by placing of permanent monuments at each point of changes of direction of that line.

(3) A certification from a registered land surveyor indicating that all bounds have been set as shown on the approved Definitive Plan shall be submitted to the Board by the developer prior to release from the terms of any agreement executed between the developer and the Board.

D. Street signs. A metal street sign and a metal signpost approved by the Board shall be erected at each entrance to all streets shown on the approved definitive plan. Street names must be approved in writing by the Board of Selectmen before approval of definitive plans.

E. Street trees.

(1) Street trees, of a size and species approved by the Board, after consultation with the Tree Warden, shall be installed at an average spacing of 100 feet on both sides of the proposed ways, except where the definitive plan shows trees along the ways which are healthy and adequate, which shall be retained. New trees shall conform to the standards of the American Association of Nurserymen, and shall have a minimum caliper of 1 1/2 inches diameter at breast height or be a minimum height of 12 feet tall with good straight stems.

(2) Street trees shall be located either in grass plots between the way and the sidewalk or behind the sidewalk no further than 10 feet. Each tree shall be planted in at least 1 1/2 cubic yards of topsoil and a minimum of a three-foot circle, two inches deep of wood chip mulch shall surround each tree at the surface. New tree plantings shall be guaranteed by the subdivider for a period of one year.

(3) The planting and guying of trees shall be done under the supervision of the Tree Warden, who shall be paid by the subdivider at the same hourly rate he received from the Town of Northborough.

F. Driveways. All driveways within the bounds of the street right-of-way shall slope toward the street and shall be of bituminous concrete applied as outlined under Pavement, (§ 10-40-050A).

G. Guardrails. Guardrails of a design approved by the Board shall be installed where required by the Board.

H. Report of progress. The subdivider shall submit a report of progress to the Board every 60 days at the request of the Board.

I. Cleaning up. Upon completion of all work on the ground, the subdivider shall remove from the streets and adjoining property all temporary structures and all surplus material and such rubbish which may have accumulated during construction and shall leave the work in a neat and orderly condition.

J. Maintenance. If released from restrictions with regard to sale of lots or building on lots by the posting of a performance bond, the subdivider shall maintain the roads for vehicular travel in a manner satisfactory to the Board. Further, the subdivider shall maintain the roads in a subdivision in a condition which meets all the above requirements to the satisfaction of the Board for a period of time of one year from the release of check, bond or all restrictions pertaining to the subdivision.