Borough of Glassboro, NJ Engineer's Report

All sewers must be designed on a "separate system" basis in which all water from roofs, cellars, streets and any other areas must not be directed to the sanitary sewer system. No bypasses or overflows which allow raw sewage to be discharged from sewers shall be installed.

The system design and all detail designs must comply to the current New Jersey Department of Environmental Protection Rules and Regulations for the preparation and submission of plans for sewer systems and wastewater treatment plants.

Sewer design standards.

All sanitary sewers shall be designed to carry two times the average flow when flowing half full, estimated for 25 years in advance. Average flow shall be assumed to be 300 gallons per day (gpd) for single-family dwellings and townhouses, 250 gpd for condominiums and 175 gpd for garden apartments.

Sewers and force mains shall be designed to flow with a minimum velocity of not less than two feet per second at half-full flow based on Kutter's formula with n = 0.013. Inverted siphons shall be designed for a minimum velocity of three feet per second.

Vertical inspection risers shall be installed at each lateral by the developer who has the responsibility for the installation of sanitary sewer main system. Installation shall include riser pipe, brass plug, Tyler tee wye cleanout, threaded plug and shall be installed in accordance with the detail sheet attached to this section. Riser shall be placed two feet beyond the curb or edge of pavement. Brass plug shall be located one inch below finished grade. The curb shall be chipped to mark the location of the buried plug. The lateral and riser installation shall include the ten-foot length of lateral behind the riser toward the building and it shall be of the same material as that from the main to the riser.

Lateral connection. The details attached to Appendix A[1] shall be utilized when conditions require as detailed in the Construction Details. The maximum depth for laterals at the curbline should be noted and adhered to.

Editor's Note: Appendix A is included at the end of this document.

Sewer materials standards. Materials used in the construction of sewer, force mains and outfalls shall be as follows:

General.

Gravity sewers shall be constructed of ductile iron pipe Class 52 or PVC.

Centrifugally cast ductile iron pipe shall conform with ANSI specifications A21.51-1976, thickness Class 52, with push-on joints. Pipe shall be complete with plain rubber gaskets and joint lubricant, conforming with ANSI specifications A21.11-1980. Piping shall have double thickness cement lined with paint seal coat, tar-coated on the outside which conforms with ANSI Specifications A21.4-1980.

PVC gravity sewer pipe shall be SDR 35 and meet the requirements of ASTM-D 3034. The pipe will have a permanently installed reinforced rubber ring gasket in an integral bell joint. Joints shall conform to ASTM.D 3212.

Inverted siphons, force mains and outfall shall be constructed of ductile iron or steel pipe, unless otherwise permitted by the Department. Inverted siphons shall consist of not less than two pipes with provision for rodding for flushing. Flow-control gates shall be provided in the chambers.

Vertical inspection riser and tee shall be constructed of PVC; riser shall contain no more than two sections of pipe. Installation shall be in compliance with detail sheet at end of this document.

Deep cut lateral connection shall be constructed in accordance with the requirements of § 5-2D and the detail sheet at the end of this document.

Precast concrete manholes.

Manholes shall be constructed of precast reinforced concrete sections, of which the top section shall be eccentric or flat slab top. Bottom section shall be a precast concrete manhole base. Poured-in-place bases will not be acceptable.

All precast manhole sections shall be manufactured by the wet cast method and shall be in accordance with and meet the requirements of Specification ASTM C-478, latest revision.

Flat-top manholes are not permitted without written permission obtained from the Engineer.

The minimum compressive strength of the concrete for all sections shall be 4000 psi. The maximum allowable absorption of the concrete shall not exceed 9% of the dry weight. Tests, when required, shall be in accordance with ASTM C-497, Determining Physical Properties of Concrete Pipe or Tile, latest revision. The circumferential steel reinforcement for risers, cone sections and base walls shall be a minimum of 0.12 square inches per vertical foot for forty-eight-inch-diameter manholes and 0.0025 times the inside diameter in inches per vertical foot for larger diameter manholes.

Sections shall be a minimum of four feet in diameter for pipe sizes up to and including twenty-inch internal diameter (for pipe sizes with an internal diameter of 21 inches and greater, sections shall be a minimum of five feet in diameter).

The sections shall conform to the requirements of Specifications for Precast Reinforced Concrete Manhole Sections, (ASTM C-478, latest revision). Joints shall be sealed with a preformed plastic gasket that meets or exceeds all requirements of Federal Specification SS-S-00210, Sealing Compound Preformed Plastic for Pipe Joints, Type 1, Rope Form, as manufactured by Hamilton Kent Manufacturing Company, Kent, Ohio; O-LOK rubber gasket, as specified to meet the requirements of specifications ASTM C-443, as supplied by Atlantic Concrete Products Co., Tullytown, Pa., or approved equal.

The bases shall be monolithically cast and shall consist of a manhole bottom and a wall which shall extend a minimum of six inches above the top of the highest inflowing sewer. The top of the base section shall be carefully formed to receive the tongue of the barrel section. There shall be a minimum distance of four inches between the invert of the lowest outflowing sewer and floor of the precast base to provide for the construction of a formed invert and bench wall within the manhole. No more than two lift inserts or holes shall be cast in the bases.

All precast manhole bases shall have pipe to manhole flexible seals as manufactured by A-LOK Products Corporation, Trenton, N.J., "A-LOK full-compression seals"; "Lock Joint Flexible Manhole Sleeve," as manufactured by Interpace Corporation, New Brunswick, N.J. or an approved equal.

Pipe seals up to and including 20 inches in size shall be cast into forty-eight-inch-diameter manhole bases.

Twenty-one-inch through thirty-inch pipe seals shall be cast into sixty-inch-diameter manhole bases.

[3]

Flexible pipe to manhole seals shall meet Resilient Connectors between Reinforced Concrete Manhole Structures and Pipes, ASTM C-923, Rubber Gasket Specifications ASTM C-443, and Test Performance Requirements, ASTM C-425 for compression joints.

[4]

Installation of pipe to manhole flexible seal shall be made in accordance with the manufacturer's suggested specifications.

Manholes four feet in diameter shall have a bottom at least six inches thick and a wall at least five inches thick.

Manholes five feet in diameter shall have a bottom at least eight inches thick and a wall at least six inches thick.

(k)

Manholes six feet in diameter shall have a bottom at least eight inches thick and a wall seven inches thick.

(l)

The top section shall be eccentric conical section with thickened upper walls with the smallest inside diameter equal to 30 inches, to receive the manhole frame and cover. No more than two lift inserts or holes shall be cast in each barrel or top section.

(m)

Flat-top manholes are not permitted to be installed on this project unless written permission is obtained from the Engineer.

(n)

Manhole steps shall be of extruded 6061-T6 aluminum and shall be the equal of ALCOA Stock No. 12653A or polypropylene step #PS4B as manufactured by M.A. Industries, Peachtree City, Georgia, or approved equal.

(o)

Manhole steps and insert assemblies shall conform to the requirements of Section 15 (Manhole Steps and Ladders) of ASTM Specification for Precast Reinforced Concrete Manhole Section C-478. Dimensions shall meet the requirements of OSHA Standard 1910.27 for fixed ladders.

Manhole frames and covers.

Existing manhole frames and covers from manholes being removed from the project shall be returned to the Glassboro Water and Sewer Department in an unbroken/acceptable condition.

Proposed castings shall be tough gray iron conforming to ASTM Specifications A48, Class 30B, free from cracks, holes, swells and cold shuts. All manhole castings shall be made accurately to the pattern and to the dimensions shown on plans and shall be planed where marked, or where otherwise necessary to secure perfectly flat and true surfaces. All lids which "rock" and do not lie solid after construction is finished will be condemned and must be replaced by perfect lids.

Castings shall be given a shop coat of black bitumastic paint prior to delivery to the job site.

All manholes along the gutter line, road shoulder or within 20 linear feet of the physical center line shall utilize watertight manhole frames and rims unless otherwise directed by the Engineer.

Manhole steps shall be cast into the walls of base, risers and conical top sections and shall be aligned vertically and spaced so as to be on equal centers in the assembled manhole at a maximum distance of 12 inches. Steps shall be located a minimum of six inches from the ends of base, riser and top sections and shall be securely embedded in manhole sections by mortar or cast in place polypropylene inserts.

The entire outer surface of all concrete manholes shall be coated with two coats of an approved bitumastic coating. Coating shall be Koppers 300M Epoxy, Pennsbury 32-B-4 Epoxy or approved equal.

Materials for the lateral from 10 feet behind the inspection riser and the building shall be in conformance with 1990 National Standard Plumbing Code or latest revision thereof and will be under the jurisdiction of the Borough Plumbing Inspector. (Refer to § 5-4, Elevation of sanitary fixtures.)

General.

Pump stations to be Smith and Loveless Submersible well/dry well, Flygt Submersible, Vaughan Submersible Chopper Pumps or approved equal.

Raw sewage shall be screened before pumping unless special pumping equipment approved by the Department of Environmental Protection is used. Openings in the bar screens shall be at least one inch smaller than the solid size that can be processed by the pumps. Comminutors may be approved in lieu of screens.

When two pumping stations are outletting into a common force main, the design shall provide for staged pumping, preferably by the use of variable-speed pumps, so as to eliminate, as far as practical, surges of flow.

Automatic sound alarms, operating independently of the station power, shall be installed to give warning of high water, low water, power failure or breakdown. The alarm system shall be an automatic dialing system to a remote monitoring system or other location where competent assistance can be obtained in emergency, as designated by the Superintendent.

Pumping stations shall not be subject to flooding and be located out of the NJDEP one-hundred-year floodplain, wetlands, wetlands buffer areas and must be accessible by motor vehicle.

Adequate light and ventilation shall be provided at all pumping stations. Where operational or maintenance duties are required in enclosed areas or pits, forced ventilation by suitable means shall be provided with sufficient capacity to induce at least 12 air changes per hour. Explosion-proof equipment shall be utilized in wet wells and other similar areas.

Adequate freshwater facilities shall be provided to permit routine washdown and cleaning operations at all pumping stations. Where a domestic water service connection is provided to any sewage treatment plant or facility, the water supply shall be protected by an approved backflow prevention device acceptable to the Department. Air gap separation shall be used to prevent cross connections within the plant and shall mean a physical break between a supply pipe and a receiving vessel. The air gap shall be at least double the diameter of the supply pipe, measured vertically above the top rim of the vessel, in no case less than one inch. No connections between freshwater and sewage pumps or pipes shall be permitted. Provide chlorine station at the site, if deemed necessary by the Department.

Auxiliary water source.

A permanent auxiliary source of power shall be provided for all electrically driven pumps.

Auxiliary electrical power is required for all motors used for wells, lift stations and other motor-driven equipment as determined by the Department. This shall apply to all major projects, which "major" project is defined as including but not limited to major subdivisions, general commercial projects and multiple occupancies in excess of three domestic consumer units.

Permanent auxiliary power generators shall be made part of all pump/lift stations. The power generator shall be placed in proper weatherproof housing of a type and/or design to be approved by the Department Engineer. The generator set shall be located in a separate room/area than the control portion of the station.

The Department requires a permanent generator to be located at any pump station. The auxiliary power source shall be sufficient to start the second pump after the first pump is in operation and all auxiliary equipment simultaneously. The station shall be provided with a generator plug acceptable to the Department.

Generator fuel tank and fill cap shall be located aboveground within the station fence. Provide subbase fuel tanks to operate generator for a minimum of 48 hours without refueling. Pump gauge to indicate fuel level.

Generator shall have automatic starting capabilities.

Generator shall have its own battery charger and an outside outlet for 120V power.

Battery to have capacity of starting generator to temperatures of less than 15° below 0° F.

Generator shall be supplied with protected weather housing in accordance with the manufacturer's requirements.

Generator shall be supplied with intake silencer and exhaust muffler.

Complete set of manufacturer's parts lists, one year's worth of parts as recommended by the manufacturer; instructions, maintenance manuals and special tools are to be turned over to the Department.

Pumping station capacity.

Pumping station capacity should be compatible with the ultimate capacity of the influent sewer. At least two pumps, operating alternately and each designed to handle peak flows for 10 years hence 12.5 times the expected average daily flows, shall be provided. Both pumps will be of the same capacity and manufacturer will each be able to handle flows in excess of the maximum design flow.

If more than two pumps are provided, their capacities shall be such that, upon failure of the largest pump, the others will handle such peak flows. If pneumatic ejectors are approved by the Department as the method of raising sewage, two compressor units are required, and they shall be so interconnected that the duplicate unit will commence operation in the event of failure of the one in use.

Pumps shall operate under a positive suction head. Pumps must be able to pass solids of three-inch diameter. A means of flow measurement is required. Shutoff valves shall be provided on suction and discharge piping, which shall be flanged or otherwise removable. Check valves shall be provided on discharges. Submersible sewage pumps with guide rails and discharge flanges for raw sewage are required.

Force main velocities shall not be less than two feet per second at normal pumping rates. Properly designed air release valves shall be provided on the high points of the force main. Discharge piping to be four inches (minimum) in diameter. If, due to flow limitations, grinder pumps are approved by the NJDEP and the Department, minimum discharge piping diameter will be two inches.

(13)

Hour running time meters are to be installed for each pump.

(14)

Pump size and characteristics must meet the approval of the Department.

(15)

Both pumps are set to operate in parallel if flow rate requires.

(16)

Davit and winch to be Model LD-1 (manual) as manufactured by W.T. Welding of Mt. Laurel, N.J., or approved equal, and must be able to service the wet well. Minimum weight capacity of davit to be 800 pounds and winch cable to be 3/16 inch minimum diameter stainless steel. Winch gear ratio must be approved by the Superintendent.

(17)

Provide the following alarms/indicating lights:

Local.

Loss of power alarm.

Generator on light.

High and low wet well water level alarm bubbler air pressure alarm.

Remote.

Generator on light.

Loss of power alarm.

Generator on light.

High and low wet well water level alarm bubbler air pressure alarm.

(18)

Pump station design shall comply with Occupational Safety and Health Standards (OSHA, Section 1910.27) as amended and manufacturer's specifications.

(19)

Provide two copies of the pump station operations and maintenance guide, including but not limited to:

Certified pump curves.

As-built plans of the pumping station.

Suggested maintenance schedule.

Complete and detailed schematics of all electrical systems and controls.

(20)

Provide minimum four hours of manufacturer's training to the Department's personnel.

(21)

The developer/applicant must perform on-site testing of all equipment including, but not limited to, determining pump capacity.

(22)

All aluminum materials shall be suitably protected against dissimilar materials such as concrete, steel, nonferrous metals, etc. using neoprene washers, painting or other approved method.

(23)

Provide bypass manhole adjacent to the pump station of sufficient design to be acceptable to the Department.

(24)

Pump station designs must meet all NJDEP and GCUA requirements.

(25)

Design Engineer must provide design specifications, flow calculations, pump curves and buoyancy calculations.

(26)

Electrical service shall be three phase current.

Wet wells.

Wet wells shall be completely separate from the controls and shall be provided with adequate ventilation and drainage. A means of entrance and exit shall be provided.

The applicant shall provide a wet well with capacity such that the Department personnel are provided with a minimum of 30 minutes to respond to an emergency prior to the level in the wet well equaling that of the influent main under average flow conditions. The criteria shall be reviewed by the Department Superintendent and Department Engineer.

The floors of the wet wells shall slope at least 45° toward pump suctions to prevent solids accumulation.

A minimum of five-foot inside diameter wet well of reinforced concrete construction, or approved equal, is required.

All force mains shall have four-foot minimum cover.

Wet well to be furnished with moving influent screening bar screen with hoist and brass winch if the Department waives the requirement for grinder pumps within the station.

Provide bar screen basket constructed of aluminum alloy 6061-T6. Maximum opening size shall be one inch smaller than the largest solid that the pump can handle contingent upon § 12-6A(2).

If air bubbler control system is used, a standby air compressor shall be included in pumping station controls. The control system must meet the approval of the Water and Sewer Department. Air bubbler piping shall be 3/4 inch diameter Type 316 stainless steel. Provide tee connection with removable plug on the open end. Provide minimum three-inch diameter bubbler tube casing pipe between dry well and wet well.

Provide high and low water alarm. If float alarm system is used, it shall be activated by use of a mercury switch and operate independently of the bubbler system.

Permanent ladders to be installed with slip guards on all ladder rungs, meeting with OSHA Standards or unless otherwise specified. The arrangement of the pumps and rails within the wet well shall be such that when the pumps are pulled, they are easily accessible.

Use ductile iron pipe Class 52 from last manhole to wet well.

Provide watertight joints with gaskets and internal and external grout at base slab.

(13)

Provide means to protect concrete from hydrogen sulfide deterioration.

(14)

All anchor and expansion bolts, and associated nuts and washers shall be Type 316 stainless steel.

(15)

Air vent material to be corrosion-resistant. Air vent opening shall be no more than 15 inches above the hatch level and have bird screening.

(16)

The concrete base slabs and surface pads are to contain the proper sized reinforcing bars.

(17)

Hatches are to be Bilco or approved equal and have the following requirements:

Each hatch door shall be constructed of at least 1/4-inch thick aluminum diamond plate.

Each hatch shall be reinforced with aluminum stiffeners to withstand a live load of 300 pounds per square foot.

Channel frames shall be of minimum 1/4-inch thick standard sections with an anchor flange around the perimeter. A 1/2-inch aluminum drainage coupling shall be located in the channel frame. A pipe of corrosion-resistant material shall extend from the coupling to the bar screen trash basket level.

Each hatch shall be equipped with heavy-duty hinges, spring operators and automatic hold-open arm with release handle, all of stainless steel. Type of locking system to be approved by the Department. In addition, all hardware shall be stainless steel.

Two heavy-duty stainless steel safety chains shall be provided on each end of all double-leaf doors.

The hatch covers shall be mill finished.

All metal used in fabricating the access doors shall be either aluminum or stainless steel. All aluminum shall be Alloy 6061-T6 and all stainless steel shall be Type 316.

Hatches to be minimum 2-2' by 4' door or minimum 2-2' by 2/3 wet well diameter, whichever provides the greatest area.

Electrical equipment.

Electric motors shall be so located as to be protected from flooding.

Where electric motors and electrical power equipment are installed in subsurface chambers, the motors and equipment shall be of the explosion-proof and damp-proof type.

All electrical equipment and work shall comply with Fire Underwriter's Regulations for the location involved and to the National Electric Code.

Provide NEMA Type 1, 3R or 4 vandal-proof and all-weather electric control box and cover, or approved equivalent on double supports.

Locate all control centers for easy access, but not conflict with personnel and equipment accessibility.

Provide approved receptacle, transfer switch and circuit breaker for auxiliary portable generator, depending on size of station, to complement existing Department equipment and be satisfactory to the Atlantic Electric Company.

Provide schematic wiring diagrams to include Department standard receptacle outlet for auxiliary power generator and Atlantic Electric Company approved transfer switch.

Electric service shall be three phase and breakers must be provided for all electrical equipment.

Provide dial-tone phone line and tie-in to the Department's existing system.

A 110 volt, 20 amp, GFI-protected weatherproof duplex receptacle outlet shall be provided at the station. The outlet shall not be located in the control panel, but rather in a separate outdoor and weatherproof enclosure.

All motors shall be high efficiency, 3 phase, 60 hertz, 230/460 volts, 1,800 rpm (maximum) equipment. The motors must be non-overloading for the entire pump operation curve.

A pole-mounted yard light(s) or wet well light or both shall be provided at the station. Additionally, a wet well light (explosion-proof) shall be provided.

Site plan.

Provide legal description for property to be transferred to the Borough if applicable. All property corners to be set with concrete monuments.

Landscaping shall be provided consistent with the site restoration/landscaping plan, preferably with vegetation of the evergreen species.

Provide a six-foot-high, vinyl-coated, nine-gauge, aluminum chain-link perimeter fence (5/8 inch opening, non-climbable). Include a twelve-foot double swing gate at paved access.

The access driveway to the site shall be paved 12 feet wide, with either concrete or asphalt (three inches FABC on six inches quarry-processed stone or six-inch-thick reinforced cement concrete).

Provide 3/4-inch crushed stone six inches thick, at the site in all areas not paved, to and including the area beneath the perimeter fence. An eight-inch-by-eight-inch pressure-treated railroad tie with 1/2-inch diameter rebar anchors, to separate paved driveway from stoned parking lot.

The site shall be positively graded to direct drainage runoff away from the pump station and appurtenances.

Provide minimum lot size of 50 feet by 50 feet for the site to allow for equipment removal and vehicular mobility.

Provide external lighting, with protective covering, and photoelectric cell near wet well location. The height of lighting to adhere to Borough standards.

Provide frostproof yard hydrant, Murdock M-175 or approved equal, with a 3/4-inch hose fitting with the following:

Fifty feet of 3/4-inch heavy-duty water hose with high-pressure nozzle.

A hose rack or a stand located adjacent to the post.

Backflow preventer and curb stop-curb box prior to service connection to yard hydrant. Curb box to have 12 inch square by 4-inch deep concrete foundation.

Twelve-inch square by 30-inch deep Class "C" concrete foundation.

A lightning arrestor must be installed prior to acceptance by the Department.

Three-phase, 120 volt, electrical receptacles must be provided on site.

General. The minimum cover of 42 inches and a maximum cover of 48 inches is required on all water mains, including service connections to the curb.

Water material standards.

Water mains shall be ductile iron, cement lined, conforming in all particulars to ANSI Specification Designation A-21.51 for Class 52 pipe. Double-thick mortar lining with paint seal for ductile iron pipe and fittings, tar-coated on the outside, shall conform to ANSI Specification Designation A21.4.

Ductile iron pipe shall be Tyton joint as manufactured by U.S. Pipe and Foundry, or an approved equal in accordance with ANSI Specification A21.4.

All water mains greater than four inches in diameter shall be Class 52 concrete-lined ductile iron pipe conforming to AWWA Standard Specifications.

Wall and socket thickness shall equal Class 54 DIP in accordance with ANSI/AWWA/A21.4/C104. "DI" or "ductile" must be cast on all fittings along with the pressure rating and number of degrees or fraction of circle on all bends.

Gate valves.

Gate valves shall conform with the latest AWWA Specifications and shall be cast-iron body, fully bronze mounted, double disc parallel seat, non-rising stem, inside screw type. By means of a top wedge, a bottom wedge and two side spacers, the discs shall be wedged against the seats of four separated contact points near the outside edge of the discs. This wedging action is actuated when the bottom wedge contacts a rib in the bottom of the body. Bronze seat rings shall be back-faced with threads accurately cut and screwed into the valve body. Gate valves shall incorporate O-ring type stuffing boxes. One O-ring shall be located below the thrust collar of the stem and around the thrust collar is to be filled with a lubricant to provide for lubricating the thrust collar and O-rings each time the valve is operated. Operating nut of valves shall be two-inch-square cast iron and shall open in a clockwise direction. Stem shall be non-rising type. The threads on the bronze stem shall be ACME for threads. All stem thrust collars shall be made integral with the stem. The stem of 4 foot through 16 foot sizes shall be made of rolled bronze with the collar formed by a forging operation. All stems shall be designed so that if excess torque is applied to the operating nut, the stem will fail above the stuffing box, leaving enough stem protruding so that the valve can be operated.

Valve ends shall be of the type and size necessary to accomplish approved joint assembly. Valve size shall be that of the main it affects. Valves shall be suitable for 200 psi working pressure. Valves shall be capable of being repacked under pressure in the fully open position, if necessary. All iron and ferrous parts of the valves shall be cleaned and painted with at least two coats of asphaltum varnish both inside and outside.

Valve boxes.

Valve boxes shall be of the cast-iron three-piece 5-1/4 shaft Buffalo type with the upper section adjustable for elevation (slide or screw type) and with round drop cover with "Water" cast in. Tabs within slide model shall not be removed. Valve boxes shall be of sufficient length to cover the stuffing boxes of the valves and meet surface grade with reasonable, adjustable allowance for future raising and lowering of grade. Valve boxes shall be of ample strength to withstand heavy traffic shock. Valve boxes shall be coated both inside and outside with tar or asphalt compounds.

Risers are not permitted to adjust final grade of valve box.

Valve box must be plumb and cleaned of all debris. The shutoff nut must be centered within the box and have one-inch clearance between the inside of the box and the valve wrench.

Materials for house service connections from the main to two feet outside of the curbline shall be copper type K or approved equal with a minimum size of one inch in diameter; materials shall be in conformance with the 1990 National Standard Plumbing Code or latest revision thereof.

Component requirements.

All components for the corporation stop shall be manufactured of brass, cast in conformance to AWWA Standard C-800, Sec. 1-General, Paragraph 1.2 (ASTM B-62).

Inlet and outlet threads shall conform to AWWA Standard C-800.

The key and body seating surfaces shall be accurately machined and fit to taper 1 3/4 inches per foot (0.1458 in./in.), plus or minus 0.07 inches.

The key shall have a D-shaped boss at the small end and the retaining washer shall have a matching flat surface so machined as to provide an interference fit across the diameter of the D boss perpendicular to this flat. There shall be no evidence of staking or chisel marks in assembly.

The stem and retaining nut shall be so designed that failure from overtightening of the retaining nut results in threads stripping rather than stem fracture.

The flared connection coupling nuts shall have a bearing skirt machined to fit the O.D. of the pipe for a length of at least equal to the O.D. of the pipe.

For compression connections, the nut shall have a smooth coating inside to reduce friction during assembly. Connection is to be designed so that when the nut bottoms against the body of the fitting, the connection is the proper tightness. Gripper band shall be stainless steel, concave in shape and overlap itself.

All corporation stops shall be subjected to a production line test by the manufacturer of 85 psig air pressure while submerged in water, in both the open and closed positions of the day, and shall show no leakage. Period of observation shall be a ten-second minimum.

At the customer's option, stops shall be subjected to a 80 psig hydrostatic test and shall not leak top or bottom and shall not show signs of structure failure.

All curb stops shall be manufactured of brass, cast in conformance to AWWA Standard C-800.

Inlet and outlet threads shall conform to AWWA Standard C-800.

Curb stops shall be of the cylindrical plug type valve with a closed bottom and a top seal.

One O-ring seal surrounds the inlet port of the plug part and is a working pressure seal on any valve in the closed position. This seal also is a working pressure seal in the open position for valves with drain.

The valve shall have a port with a plastic liner to provide straight through flow way, eliminating any turbulence caused by a cavity inside the plug.

The plug shall be a one-piece bronze cylindrical plug and T head, aligned with the ports to provide visual check of the valve position.

Valves are for a maximum working pressure of 176 psi.

Valves are for a maximum temperature of 180° F.

End connections shall be the same as the specifications for the corporation.

Fire hydrants shall be made in accordance with AWWA Specification C-502-64 on the latest revision and including the following specifications.

Basic design shall be of the dry top type which prevents the operating threads from coming in contact with the service water.

Hydrants shall be of the compression type, opening against the pressure and closing with the pressure.

The operating nut shall be non-rising pentagon shape measuring 1 1/2 inches from point to flat and be constructed of 100% bronze. The direction of the opening shall be right. The operating threads shall be contained in an operating chamber, scaled at the top by a weather shield sealed on one O-ring, and at the bottom by two O-rings. A fourth O-ring shall be between the brass sleeve and stem. The chamber shall be lubricated with grease or oil and have an external oil fill or grease fitting to facilitate schedule maintenance.

The main valve opening shall not be less than 4 1/2 inches. Valve opening shall be integrally cast into the body of the hydrant.

The main valve seat shall be made of bronze and threaded into a bronze drain ring. Or, it may be threaded into a heavy bronze bushing in the fire hydrant base. This will preclude the galvanic corrosion that occurs between dissimilar metals.

Hydrants shall be equipped with drain valves which drain the barrel when the hydrant is closed and sealed shut when the hydrant is in the open position. Drain valve shall not utilize springs, boggles, levers or other small working parts. Drain valve facing shall be made of buna or nylon. Leather will not be acceptable. A minimum of the upper plate of drain valve assembly shall be bronze.

The hydrant shall be so designed as to permit the removal of all working parts from the hydrant up through the barrel without disturbing the earth around the hydrant or disassembling the nozzle section. This must be able to be accomplished by the use of one short seat wrench (regardless of hydrant bury) which will engage the top part of the hydrant rod.

The hydrant shall come with a ground line traffic feature incorporating the split safety flag design and safety coupling in order to ensure consistent breaking without damage to the other hydrant parts when struck by a vehicle. Breakable nuts or bolts will not be acceptable. The ground line shall not be less than 18 inches below center line of the lowest barrel. A breakable stem coupling shall join the two-piece stem adjacent to the ground line flange. Screws, fasteners and bolts used in the coupling shall be stainless steel. The weakened portion of the stem coupling shall be below the coupling. Upper sand lower barrels shall be fabricated of cast iron so as to minimize the possibility of shoe damage upon traffic impact.

The hydrant shall be such that the upper barrel can be rotated 360° in order to assure proper nozzle location.

Hydrants shall be "three way," having two 2 1/2 hose nozzles and one 4 1/2 inch pumper nozzle with threads conforming to Borough of Glassboro standard. Coupling on hose nozzles to be National Standard Thread.

(k)

The operating nut, hydrant nozzles, direction of opening and painting shall be in keeping with those hydrants already in the system.

(l)

Shoe connection.

The six-inch shoe connection shall be specified (M.J., A/C., etc.) having ample blocking pads for sturdy setting and two strapping lugs to secure hydrants to piping. A minimum of six bolts is required to fasten the shoe to the lower barrel.

The interior of the shoe, including the lower valve plate and cap nut, shall have a protective epoxy coating of at least four mils. If a cap nut is utilized, it must be located in place with a stainless steel lock washer or similar noncorrosive device.

(m)

The features and design criteria outlined in this specification must be the standard production features of any hydrant that is to be considered for inclusion in the system.

(n)

All hydrants specified shall be locally represented by a quality, wholesale waterworks outlet. The fire hydrant and standard parts, such as extension kits, traffic repair kits and main valves, shall be readily available from local inventory or within 30 days.

(o)

Hydrant color.

Color of the hydrant shall be 3M Scotchlight Silver or approved equal.

The bonnet and cap of the hydrants shall be painted with Pennsbury Coating Hydrant-Hide or approved equal as follows:

[a]

Six-inch main: yellow.

[b]

Eight-inch main: green.

[c]

Ten-inch main: blue.

[d]

Twelve-inch main: orange.

(p)

Hydrant shall be Mueller Centurion or approved equal.

(q)

Depth of bury is to be four feet six inches.

(r)

One traffic flange repair kit and one hydrant seat removing tool is to be provided by the developer for every 10 hydrants installed within a development.

(s)

The following submitted documents from the manufacturer pertinent to the specific hydrant model to be furnished shall be furnished upon the request of the Department's Superintendent:

Two copies of detailed shop drawings that list applicable ASTM numbers of all components.

Certified friction loss curve.

[3]

Certification of compliance to these specifications.

§ 12-8 General design requirements.

Water main design shall be in accordance with the Department's Water Master Plan, dated December 1989, as amended.

Design capacity of water mains shall be such as to provide a minimum pressure of 20 pounds per square inch (20 psi) at peak day demand, plus fire flow.

Unless a smaller diameter can be justified by the engineer, the minimum diameter of all distribution mains shall be six inches. In any case, any pipe intended to supply fire hydrants shall have a minimum diameter of six inches. Six-inch mains shall service only one fire hydrant. If additional fire hydrants are required, the main must be increased to eight inches in diameter.

So far as is practicable, distribution mains shall be laid in the loop system to eliminate dead-ends. Dead-ends, if unavoidable, shall have a fire hydrant, flushing hydrant, or blowoff hydrant for flushing purposes.

All distribution mains shall be provided with four feet of earth or other suitable cover to prevent freezing.

The specifications shall include provisions for the adequate disinfection of all new distribution mains prior to being placed into service.

Water mains and sewers generally shall be separated by a horizontal distance of 10 feet. If such lateral separation is not possible, the water and sewer pipes shall be in separated trenches, with the sewer at least 18 inches below the bottom of the water main. At crossings of sewers and water mains, and in situations where the sanitary sewer and water mains are parallel, the sewer shall be at least 18 inches below the bottom of the water main. Where this is not possible, the sewer shall be constructed of ductile iron pipe (Class 52) with mechanical or slip-on joints for a distance of at least 10 feet on either side of the crossing.

Surface water crossings, both over and under water, present special problems which should be discussed before final plans are prepared.

Sampling taps and valves will be provided at each end of a water crossing to facilitate sanitary control.

Chambers or pits containing gate valves, air-relief valves, blowoffs, meter or similar appurtenances to a distribution system shall be suitably drained and shall not be connected directly to any storm sewer or sanitary sewer.

No blowoff, air-relief valve, flushing device or hydrant drain shall be directly connected to a storm sewer or sanitary sewer.

Water mains shall maintain a minimum of three-foot separation from the face of concrete curbing.

Water main offsets shall be utilized to avoid vertical conflicts with sanitary sewer and storm sewer systems.

All bends must be labeled by degrees on the design plans.

Pipe deflection at joints allowed by the manufacturer cannot be used for the design of the system. Bends must be utilized where deflection is needed.

Proposed tees shall be furnished with a minimum of two valves, proposed crosses with a minimum of three valves.

All projects must comply with the Master Plan.

§ 12-9 Total construction costs.

A detailed estimate of the total construction cost shall include materials, installation and any other costs associated with the construction, both the complete potable waters and sanitary sewer systems for the project.

§ 12-10 Plans, profiles and specifications of all proposed facilities.

Format. Plans shall be of standard size, 18 inches by 24 inches, 24 inches by 36 inches or 30 inches by 42 inches, with a 1/2 inch border to top, bottom and right side, and a 1 1/2 inch border on the left side, the last one for binding. All sheets shall be numbered. Two sets of plans shall be submitted to the Department for review purposes.

General. The following is a list of information that must be shown on the plans as a minimum:

Name of the engineer who prepared the plans and his/her seal.

Location, size and material type for existing and proposed sanitary sewer, storm sewer and water main facilities.

Existing and proposed topography.

Existing and proposed streets along with street names.

Tributary areas, wetlands or streams, if applicable.

Construction details for potable waters and sanitary sewer facilities.

Locations of existing and proposed fire hydrants within 600 feet of the site.

Department's general construction notes.

True and/or magnetic north.

Outbound line/property line/section line.

Title, date and scale.

Areas from which sewage is to be pumped shall be labeled clearly.

(13)

Profiles shall indicate existing and proposed surface grades, sanitary sewer and storm sewer facilities. Profiles will generally not be required for water distribution systems. The locations of offsets, cradles and encasements must be shown in relation to the utility conflict they are addressing. However, if the Department or its engineer deem it necessary, profiles showing the water system shall be supplied by the applicant's engineer.

(14)

Plans for pumping stations, sewage treatment plants, storage facilities and water treatment facilities shall include a general site plan showing boundaries, topography, proposed improvements with capacities, underground piping, underground and/or overhead wiring and shall include the items referred to in the Engineer's report that are related to the design drawing. All sites shall be adequately fenced and landscaped to provide sufficient buffering from surrounding structures and dwellings.

Symbols. Sewers and/or water mains and appurtenances to be constructed shall be shown by solid lines. Existing sanitary sewer and water main shall be shown as dashed lines and labeled as such. All topographical symbols and conventions shall be those used by the United States Geological Survey.

Elevations. All elevations shall be based on USGS datum and tied into a minimum of one USGS monument. The plans shall denote the number and location of the monument on the plans. Elevations of street surfaces shall be placed outside the street line. The elevations of sewer inverts at ends of lines and at changes of grades shall be written parallel with the sewer lines and included with the manhole number, road station and rim elevation. The elevations of street surfaces shall be shown to the nearest 0.01 foot, the sewer inverts to the 0.01 foot. Sufficient bench marks (two minimum) shall be permanently established for the area and shown on the plans.

Distances, grades and sizes. The distance and stationing between manholes, grades in decimal, sewer sizes and materials shall be shown on the plans and profiles. All manholes shall be numbered. Arrows shall show the direction of the flow. For water mains, the distances, diameter and material shall be shown on the plans.

Easements.

Minimum easement width for sewers is 20 feet. However, the easements shall be wide enough to provide for future excavation at slopes of 2:1, plus a three-foot wide bed and, therefore, sewers over four feet in depth will require easements greater than 15 feet in width and shall be calculated as herein described.

Utility easements shall be designed to support maintenance vehicles. An access shall be provided using six-inch thick crushed stone and concrete pavers or an approved equal. All accessways shall be constructed so as to provide a distinguishable boundary of the supporting roadway for the maintenance operator.