Town of New Shoreham, RI SANITARY SEWAGE SYSTEM SPECIFICATIONS

Description of Work.

The work consists of furnishing and installing a sanitary sewerage system(s) including precast concrete manholes with accessories, pipe, pipe fittings and accessories, connections to other piping and structures, testing of manholes and piping, jointing, and jointing materials, by-pass sewage handling, excavation and backfill, bedding material, sand blanket, and all other related and appurtenant work, complete in place in accordance with the requirements set forth, and/or as directed.

1.2

Special Requirements.

All approvals and permits as set forth in the Town of New Shoreham Sewer Ordinance or New Shoreham Sewer Regulations must be obtained prior to constructions of sanitary sewage system.

The New Shoreham Sewer Department shall be notified 24 hours in advance to inspect construction, witness testing of pipelines and manholes and making connections to existing sanitary manholes.

1.3

Quality Assurance.

Manufacturer's Qualifications: Firms regularly engaged in manufacture of sanitary sewerage system's products of types, materials, and sizes required, whose products have been in satisfactory use in similar service for not less than five years.

1.4

Submittals.

General. All submittals shall be submitted to the Sewer Superintendent, New Shoreham Wastewater Treatment Facility, Spring Street, New Shoreham, Rhode Island.

Contract Drawings. Submit three sets of drawings of proposed sanitary sewage system for review.

Record Drawings. At completion of project, submit record drawings of installed sanitary sewerage piping showing a minimum of three ties from permanent installations such as poles, hydrants, etc., for manholes and service connections at main, property line, dwelling units and distances.

§ 2 Part 2 — Products.

2.1

Pipe.

Polyvinyl Chloride Pipe (six inches - 15 inches) and Fittings. Polyvinyl chloride (PVC) sewer pipe and fitting shall be in accordance with the latest issue of ASTM D3034, SDR35 and applicable documents. The PVC sewer pipe and fittings shall be composed of clean, virgin class 12364-C compounds conforming to ASTM D1784 and shall be bell and spigot with rubber ring joints. The bell shall consist of an integral wall section with a solid cross section rubber ring securely locked in place to prevent dislocation of the ring. Standard lengths shall be 20 feet and 12.5 feet, plus or minus one inch. Minimum "pipe stiffness" at 5% deflection shall be 46 for all sizes when tested in accordance with ASTM Designation D2412, external loading properties of plastic pipe by parallel-plat loading. All fittings and accessories shall be manufactured and furnished by the pipe supplier and have bell and/or spigot configurations compatible with that of the pipe fittings and shall be of the same strength and quality as the pipe.

Polyvinyl Chloride Pipe (greater than 15 inches) and Fittings. Polyvinyl chloride (PVC) sewer pipe and fittings shall be in accordance with the latest issue of ASTM F679. The PVC sewer and fittings shall be composed of clean, virgin, Class 12454C or 13364C compounds and shall be bell and spigot with rubber ring joints. The bell shall consist of integral wall section with a solid cross section rubber ring. Standard lengths shall be 13 feet plus or minus one inch. Minimum "pipe stiffness" at 7 1/2% deflection shall be 46 for all sizes when tested in accordance with ASTM Designation D2412. All fittings and accessories shall be as manufactured and furnished by the pipe supplier and have bell and/or spigot configurations compatible with that of the pipe fittings and shall be of the same strength and quality as the pipe.

Polyvinyl Chloride Pressure Pipe (six inches - 12 inches) and Fittings. Polyvinyl Chloride (PVC) pressure pipe and fittings shall be in accordance with AWWA C900 and shall be bell and spigot with rubber ring joints. The pipe shall be manufactured from PVC cell Class 12454-13 in accordance with ASTM D1784. The pipe and fittings shall be Class 150 (DR18) with bell and spigot.

Restrained Joint Pipe Fittings. In lieu of thrust blocks, mechanical joint restraints may be used. Calculations shall be submitted to the Sewer Superintendent as to the pipe lengths that will require the restraints.

Retainers for PVC pipe bells shall be cast from 60-42-10 ductile iron, as manufactured by EBAA Iron, or equal. These devices shall have a sufficient number of ductile tie bolts to restrain working and test pressures as stated by the manufacturer. Each ductile clamp shall have serrations on the I.D. sufficient to hold working and test pressures. These devices shall be used to restrain pipe joints adjacent to the restrained fittings. The 1500 and 6500 are used in place of concrete thrust blocks, steel clamps and tie rods.

When it is required to restrain PVC push-on joints adjacent to restrained fittings, a harness restraint device shall be used. This harness restraint shall be split to enable installation of the restraint after the spigot has been installed into the bell. The restraint shall consist of three major parts: the first part being a split ring that fits behind the bell; the second part being a split restraint ring that installs on the spigot; the third part being a number of tie bars to connect parts one and two to facilitate joint restraint. All of these components shall be cast of ductile iron conforming to ASTM A536-80. The restraint ring shall consist of a plurality of individually activated gripping surfaces to hold the spigot and maximize restrain capability. The harness restraint shall have a working pressure of at least 100 psi with a minimum safety factor of 2:1 and shall be EBAA Iron, Inc., MEGALUG^R series 1100HV, or equal.

Ductile Iron Pipe and Fittings. Ductile iron pipe shall be furnished in accordance with ANSI Designation A21.51. The ductile iron pipe shall be thickness Class 52. Pipes shall have normal laying lengths of at least 18 feet. In addition, each length of pipe shall be cement lined and receive a factory applied interior and exterior coating of Kopper's Bitumastic Super Service Black or an approved coating of equal specifications in accordance with ANSI Designation A21.4. Ductile iron pipe shall be push-on type of joint which employs rubber gasket. Joints shall be in accordance with the latest ANSI standard for "Rubber Gasket joints for Ductile Iron Pressure Pipe and Fittings", Designation A21.11. Fittings shall be in accordance with ANSI 23.53 with mechanical joints. The fittings shall be coated inside and outside with a bituminous asphalt paint.

Restrained Joint Pipe and Fitting. In lieu of thrust blocks, mechanical joint restraints may be used. Calculations shall be submitted to the Sewer Superintendent as to the pipe lengths that will require the restraints. Mechanical joint restraints shall be incorporated in the design of the follower gland and shall include a restraining mechanism which, when actuated, imparts multiple wedging action against the pipe, increasing its resistance as the pressure increases.

Flexibility of the joint shall be maintained after burial. Glands shall be manufactured of ductile iron conforming to ASTM A 536. Restraining devices shall be of ductile iron heat treated to a minimum hardness of 370 BHN. Dimensions of the gland shall be such that it can be used with the standardized mechanical joint bell and tee-head bolts conforming to ANSI/AWWA A21.11 and ANSI/AWWA C153/A21.53 of latest revision. Twist-off nuts shall be used to ensure proper actuating of the restraining devices. The mechanical joint restraint device shall have a working pressure of at least 250 psi with a minimum safety factor of 2:1 and shall be EBAA Iron, Inc. MEGALUG^R or equal.

Flexible Couplings. Flexible couplings where used shall be as manufactured by Fernco Co. or equal.

Mechanical Couplings. Mechanical couplings shall be ductile iron style 38 as manufactured by Dresser, or equal, coated with a corrosion resistant coating applied by the factory.

Insulation of Underground Piping.

Insulation. Foam glass insulation, ASTM C552, "Specifications for Cellular Glass Thermal Insulation" shall be a minimum of three inches in thickness as manufactured by Pittsburgh Corning Corporation or equal.

Jacketing. The jacketing shall be Pittwrap Jacketing as manufactured by Pittsburgh Corning Corporation or equal.

Asphalt Coating. Pittcote 300 finish by Pittsburgh Corning Corp. or equal.

Reinforcing Fabric. PC Fabric 79 by Pittsburgh Corning Corp. or equal.

Strapping Tape. Glass fiber reinforced, one inch wide, Scotch Brand No. 880 by 3M or equal.

Bore Coating. Hydrocal B-11 by U.S. Gypsum or equal.

Thrust Blocks. Concrete for trust blocks shall be 3000 psi concrete.

2.2

Chimneys.

Precast Units. The concrete shall be 5000 psi conforming to ASTM C150. Air entraining shall conform to ASTM C233, and the reinforcing shall conform to ASTM A615. All brackets, bolts, and nuts shall be stainless steel, and between each precast section there shall be a neoprene gasket.

2.3

Manholes.

Poured-in-Place Manholes. Concrete for the bases or a complete manhole shall be 3000 psi. The bases or complete manholes shall be designed to withstand H20 loading without failure. Reinforcing steel shall be new deformed steel bars conforming to ASTM 615. Grade of steel shall be ASTM Grade 40 minimum. The exterior of the manhole shall be damp proofed with an asphaltic compound as manufactured by Hydrocide.

Precast Concrete Manholes. Manhole barrels, cone sections, bases, and entrance slabs shall consist of precast reinforced concrete manufactured in accordance with ASTM Standard Specifications for "Reinforced Concrete Manhole Risers and Tops", Designation C478 latest revision. The horizontal joints between sections shall be sealed using a flexible butyl resin sealant and shall conform to Federal Specifications SS-S-210A and AASHTO M-198B. The exterior of the manhole shall be damp proofed with an asphaltic compound as manufactured by Hydrocide.

Drop Manholes. Drop piping shall be the same size as sewer inlet. The concrete encasement for the drop piping shall be 3000 psi. Forms shall be used for the concrete encasement. The manhole shall be as specified for either cast-in-place or precast concrete manholes.

Pipe Connectors. Resilient complying with ASTM C923. For pipes up to 24 inches, the pipe connectors shall be Kor-N-Seal and for pipe over 24 inches, the pipe connector shall be A-Lok or equal.

Manhole Steps. Manhole steps shall be of safety type and shall be cast into the units during process of manufacture. Steps shall be steel reinforced copolymer polypropylene plastic step conforming to ASTM C478 or aluminum forgings alloy 6016, Temper T-16 and those parts which are embedded in the concrete shall be thoroughly cleaned and given a heavy coating of zinc chromate or other approved paint. In addition, steps shall conform to OSHA regulations.

Frame and Covers. Manhole frames and covers shall be of tough gray cast iron, true to pattern and free from flaws. The bearing surfaces of the covers and frames shall be machined so as to give continuous contact throughout their circumference. The design on the cover top shall be the diamond with "sewer" lettering cast into the top surface.

Brick Masonry and Mortar Cement. Brick shall be Grade SM, ASTM C32 or Grade SM, AASHTO M91. All brick shall be common hard-rubber clay brick and shall be uniform and regular in shape and size. Mortar cement for masonry shall conform to ASTM Designation C-144. The mortar shall be composed of one part masonry cement to 2 1/2 parts sand with water not to exceed 4.1 gallons per 70 pound bag of masonry cement. If using Portland cement, lime putty may be added in such amounts that the hydrated lime does not exceed 15% by weight of cement.

2.4

Gravel Base.

Gravel shall be free of foreign material such as loam, silt, clay and vegetable matter and meet the following requirements:

Passing 1 1/4-inch sieve	100%
Passing 1/4-inch sieve	30% - 65%
Passing No. 40	5% - 50%
Passing No. 100	0% - 10%

2.5

Bedding Material.

The bedding material shall be crushed stone consisting of durable crushed rock or durable crushed gravel stone, free from ice, snow, sand, clay, loam or other deleterious material. The crushed stone shall conform to the requirements of 100% passing the 3/4 inch screen, 10% - 50% passing the 1/2 inch screen, 0% - 20% passing the 3/8 inch screen and 0% - 5% passing the number four sieve.

2.6

Sand Blanket.

The sand shall be free from ice, snow, roots, sod, rubbish, and other deleterious or organic matter. The sand blanket shall conform to the requirements of 100% passing the one-half-inch screen, 85% - 100% passing the 3/8 inch screen, 60% - 85% passing the number #4 sieve, 35% - 60% passing the number #16 sieve, 10% - 35% passing the number 50 sieve and 2% - 10% passing the number 100 sieve.

2.7

Backfill.

Backfill shall be excavated material free-draining clean granular soil suitable for backfill. Up to 20% of backfill material may be rock-like materials not to exceed 0.05 cubic feet in volume, nor more than six inches in length. The backfill shall not contain any debris, pavement, frozen material, organic matter or peat.

§ 3 Part 3 — Execution.

3.1

Project Conditions.

Protection of Water Line.

Horizontal Separation. Sewers shall be laid at a minimum at least 10 feet, horizontally, from any existing or proposed water main or service. Should local conditions prevent a lateral separation of 10 feet, the sewer line shall be constructed of Class 150 (DR18) polyvinyl chloride pressure pipe.

Vertical Separation. Whenever sewers cross under water mains, or services, the sewer shall be laid at such an elevation that the top of the sewer is at least 18 inches below the bottom of the water main. When the elevation of the sewer cannot be relocated to provide this separation, the sewer line shall be constructed of Class 150 (DR18) polyvinyl chloride pressure pipe for a distance of 10 feet on each side of the water main.

Private Wells. Sewers shall be laid at a minimum at least 50 feet, horizontally, from any existing or proposed private well. Should local conditions prevent a lateral separation of 50 feet, the sewer line shall be constructed of Class 150 DR18 polyvinyl chloride pressure pipe from manhole to manhole reach including the service connection pipe.

3.2

Inspection.

The Superintendent of the New Shoreham Sewer Department (NSSD) shall be notified prior to installation of a sanitary sewer system so that inspections can be made throughout the project.

The testing of sewer lines and manholes shall be conducted in the presence of the representatives of NSSD. The NSSD shall be notified 24 hours in advance of any testing.

Connections made to existing manholes for lateral sewers shall be inspected by the NSSD prior to backfill.

Connections to manholes for service connections are not allowed.

If during inspections it is found that the sewage system is not in compliance with the specifications or details, the deficiencies shall be corrected immediately to the satisfaction of the NSSD. The NSSD will not allow any further construction of the sewage system until such time the deficiencies are corrected.

3.3

Product Handling.

Each product shall be handled into its position in the trench in such a manner and by such means as the manufacturer recommends as satisfactory, and these operations will be restricted to those considered safe for the workmen and such as to cause no injury to the product or any property.

The contractor will be required to furnish slings, straps, and/or other devices to provide satisfactory support of the pipe when it is lifted. Transportation from delivery areas to the trench shall be restricted to operations which can cause no injury to the product. The products shall not be dropped from trucks or into the trench.

The contractor shall have on the job site with each crew, all the proper tools to handle the products being installed. The use of hammer and chisel or any other method which results in rough edges, chips and damages, shall be prohibited.

3.4

Excavation and Backfill for Pipes.

The width of the trench shall be held to a minimum consistent with the space required to permit satisfactory jointing of the pipe and tampering of the bedding and backfill material under and around the pipe. In general, the maximum trench width shall be the pipe diameter plus two feet or a minimum width of three feet, whichever is greater. If necessary, sheeting and/or shoring shall be used to prevent overcutting at the level of the top of the pipe and to maintain the trench sides. The trench bottom should be smooth, level and all large stones or rocks lying on or protruding from the trench bottom shall be removed.

Over-excavation shall be refilled in six inch lifts with approved granular material and compacted to 95% maximum density.

Where unsuitable material is encountered at the trench bottom, the material shall be excavated to a stable bottom and refilled with compacted bedding material in six inch lifts.

Backfill from the centerline of the pipe to the height two feet above the pipe shall be sand blanket material placed evenly the full width of the trench and compacted. The remainder of the trench shall be backfill material and compacted in twelve-inch layers. Cushion and backfill material shall be compacted to 95% maximum density by tamping and compacting in layers (one foot maximum) to achieve the required compaction.

3.5

Installation of Pipe.

Each pipe length shall be inspected for cracks, defects in coating or lining, and any other evidences of unsuitability. Before lowering in place, the pipe shall be struck with a suitable tool to verify its soundness.

Pipe shall be laid in the dry and at no time shall water in the trench be permitted to flow into the sewer.

The pipe shall then be laid on the trench bedding as shown in the trench detail, and the spigot pushed home. Jointing shall be in accordance with the manufacturer's instructions and appropriate ASTM standards, and the contractor shall have on hand for each pipe-laying crew, the necessary tools, gauges, pipe cutters, etc. necessary to install the pipe in a workmanlike manner. Pipe laying shall proceed upgrade with spigot ends pointing in the direction of flow.

Blocking under the pipe will not be permitted except where a concrete cradle is proposed, in which case precast concrete blocks shall be used.

After the pipe has been set to grade, additional bedding material shall be placed in six-inch layers up to the spring line of the pipe. Tamping bars shall be carefully employed to assure compaction of the bedding under the lower quadrants of the pipe for the full width of trench excavation.

If a trench box is being used and the trench box is below the spring line of the pipe, the trench box shall be lifted vertically and the stone bedding shall be thoroughly compacted to the trench wall. The trench box shall not be pulled horizontally along the trench.

At any time that work is not in progress, the end of the pipe shall be suitability closed to prevent the entry of animals, earth, etc.

Unsatisfactory work shall be dug up and re-installed to the satisfaction of the NSSD.

House service installations shall be as shown on the "Standard House Connection Detail". House services shall not be connected directly to manholes unless otherwise approved by the NSSD. The opening of the house service, wye branch or chimney shall be suitably plugged with a watertight cap or plug. Before backfilling, the contractor shall make the necessary measurements to locate the opening with a minimum of three ties later and the information shall be given to the NSSD. In addition, an approved ferrous rod or pipe shall be placed over the plugged opening, extending to within two inches of the final ground surface and metallic detection tape shall be installed a minimum of 24 inches above the pipe.

3.6

Installation of Manholes.

Bases for all sanitary sewer manholes shall be placed on a minimum of six inches of compacted bedding material. The excavation shall be properly dewatered and maintained dry while placing bedding material and setting the bases. Manholes shall be backfilled evenly and in layers, maximum one foot thick, with suitable backfill material and compacted to achieve 95% maximum density.

Sheeting and/or bracing shall be used when required.

Manhole barrel and cone sections shall be set so as to be vertical and in true alignment.

Where required for future connections, openings shall be cast in the manholes at the proper location and shall be sealed with plugs.

Drop manholes shall be built in accordance with the details.

The inverts of all manholes shall be constructed of brick and formed in accordance with the details.

Bricks shall be laid in a workmanlike manner, true to line and the joints shall be carefully struck and pointed on the inside. Bricks shall be thoroughly wet when laid and each brick shall be laid in mortar so as to form full bed, end and side joints in one operation. The outside of the brickwork shall be neatly plastered with one-half-inch layer of cement mortar as the work progresses. The brickwork shall be satisfactorily bonded to the concrete and cast iron frame. No brick masonry shall be laid in water, or any water allowed to rise on the brickwork until the masonry has set for at least 24 hours.

All lift holes shall be filled with non-shrinking mortar such as Quick-Plug prior to backfilling.

3.7

Connections to Existing Manholes.

Connections to existing manholes of lateral sewers shall be made so as not to damage the structure and shall be watertight with zero leakage. The crown of the new pipe shall be at the same elevation as the main of the largest existing pipe. The openings shall be cored and Kore-N-Tee boot shall be installed. The inverts shall be modified as directed to accommodate flow from the new pipe.

3.8

Placement of Thrust Blocks.

Thrust blocks shall be of sufficient size to withhold the test pressure, and they shall be paired against undisturbed earth. The concrete shall be kept clear of pipe joints.

3.9

Restrained Joints.

The mechanical joint restraints shall be installed in accordance with the manufacturer's written instructions.

3.10

By-Pass Sewage Handling.

As the construction of the sewer progresses and it becomes necessary to interrupt live sewage flow in any existing sanitary sewer, house lateral, manhole or portion thereof, the Contractor shall be required to divert such flows around the area of interruption.

The existing sewage flow rate shall be continually maintained at all times and no loss of sewer service up or downstream of the interruption shall occur. The contractor shall utilize quality materials and equipment in good repair in meeting the requirements of this special provision and all damages resulting from interruptions in the functioning of the by-pass sewage handling system shall be borne totally by the contractor. The contractor shall complete the adjacent construction in a timely fashion to minimize the duration of by-pass sewage handling required. Existing sewage flows shall be diverted and maintained until the new sewer construction is leakage tested and accepted for service by the NSSD.

3.11

Testing Gravity Sewers.

General. Testing of each section of sewer installed shall include the portions of service connections that are to be installed in the presence of the NSSD. The contractor shall test each manhole reach as soon as construction of such reach is complete. The contractor will be required to perform the pipe deflection test on each section of pipe installed, vacuum test of manholes and an infiltration test or low pressure test as applicable.

Pipe Deflection. Test each section of PVC sewer pipe for vertical ring deflection 60 days following installation. In the presence of the NSSD, maximum allowable ring deflection shall be 7 1/2% of inside diameter.

6 inches pipe	inside dia. 5.742	7.5% deflection 5.31 inches
8 inches pipe	inside dia. 7.665	7.5% deflection 7.09 inches
10 inches pipe	inside dia. 9.563	7.5% deflection 8.84 inches
12 inches pipe	inside dia. 11.361	7.5% deflection 10.51 inches
15 inches pipe	inside dia. 13.858	7.5% deflection 12.86 inches

Infiltration Test. An infiltration test requires groundwater levels to be a minimum of two feet above the crown of the pipe of the high end of the section being tested. The contractor shall have on hand all plugs, pumps, weirs, water trucks, etc., necessary to conduct the tests.

Each manhole to manhole reach of pipeline shall be tested.

With all connecting pipes plugged (other than those included in test section) a V-notch weir shall be installed in the downstream end of pipe. The V-notch weir must be constructed accurately and installed to maintain a watertight seal between weir and pipe.

Time shall be allowed for water to build up behind weir until steady, uniform flow passes through V-notch.

Readings shall then be taken under direction of the NSSD and recorded.

Should the work fail the infiltration test, corrective action shall be taken by the contractor, in a manner approved by the NSSD. The sewer pipe shall be internally inspected with a camera to identify and locate the infiltration source(s). The contractor shall excavate and make the necessary repair to the satisfaction of the NSSD. The repair(s) shall be air tested with zero pressure drop after two minutes.

Leakage shall not exceed 10 gallons per inch diameter, per day, per mile of pipe. Should the pipe, as laid, fail to meet the requirements, the contractor shall perform the necessary work to meet these requirements.

Low Pressure Air Test.

After completing backfill of the pipeline, the contractor shall conduct a line acceptance test using low pressure air. The test shall be performed according to stated procedures and in the presence of the NSSD personnel. The line shall be flushed and cleaned prior to testing.

All pneumatic plugs shall be seal tested before used in the actual test installation. One length of pipe shall be laid on ground and sealed at both ends with the pneumatic plugs to be checked.

Air shall be introduced into the plugs to 25 psig. The plugs shall hold against this pressure without bracing and without movement of the plugs out of the pipe.

After a manhole to manhole reach of pipe has been backfilled and cleaned, and the pneumatic plugs are checked by the above procedure, the plugs shall be placed in the line at each manhole and inflated to 25 psig. Low pressure air shall be introduced into this sealed line until the internal air pressure reaches four psig greater than the average back pressure of any groundwater that may be over the pipe. At least two minutes shall be allowed for the air pressure to stabilize.

After the stabilization period (3.5 psig minimum pressure in the pipe), the air hose from the control panel to the air supply shall be disconnected. The time required in minutes for the pressure to decrease from 3.5 to 2.5 psig (greater than the average back pressure of any groundwater that may be over the pipe) shall not be less than the time shown for the given diameters in the following:

8 inches — 4 minutes

10 inches — 5 minutes

12 inches — 6 minutes

18 inches — 9 minutes

21 inches — 10 minutes

24 inches — 12 minutes

27 inches — 13 minutes

30 inches — 15 minutes

36 inches — 17 minutes

42 inches — 20 minutes

48 inches — 23 minutes

If the installation fails the air test, the contractor shall, at his expense, determine the source of leakage. The sewer pipe shall be internally inspected with a camera and each pipe joint shall be tested. The identified defect shall be repaired. The contractor will not be allowed to use sealants but will be required to excavate and make the necessary repair to the satisfaction of the NSSD and the pipeline shall be retested.

3.12

Testing of Pressure Lines.

Upon completion of installation of the force main, the line shall be tested for leaks. The contractor shall make all necessary arrangements for obtaining potable water, furnishing all pumps, piping, hose, installing corporation stops if necessary, etc.

Air shall be expelled by filling the main slowly and permitting air to escape at high points. Air bleeder shall be installed in location directed by the NSSD.

Pressure shall be applied and maintained at the low end of force main by means of pressure pump and by-pass on which a water meter and pressure gauge are mounted. Observations shall be made and metered water readings taken at varying pressures up to 150 lbs. per square inch not less than 125 lbs. Pressure shall be maintained for a period of one hour.

Any defective joints shall be immediately repaired, and any cracked or otherwise defective pipe shall be replaced by the contractor and the test repeated. As soon as satisfactory "test for strength" has been obtained, the by-pass with water meter and pressure gauge shall be left in service, and the section shall remain under a pressure of not less than 125 pounds per square inch until the leakage in the entire section does not exceed 10 gallons per day per mile of pipe per inch of nominal pipe diameter. In no case shall leakage tests be for less than four hours.

In the event the leakage exceeds the above stated maximum allowable, the contractor shall take such steps as are required and necessary or as are directed by the NSSD to reduce leakage to below the allowable maximum amount and shall replace any and all defective piping, and the test shall be repeated until the leakage requirements are complied with at no additional compensation to the contractor.

3.13

Testing of Manholes.

General. Tests shall be made and observed by the NSSD on each manhole.

Vacuum Test Before Backfilling. Install vacuum tester and inflate compression band to effect a seal between the vacuum base and the manhole, connect vacuum pump to the outlet part with the valve open, draw a vacuum of 10 inches of mercury (Hg), and close the valve. The manhole shall pass the test if the vacuum remains at 10 inches of Hg or drops to nine inches of Hg in a time greater than 60 seconds for a forty-eight-inch diameter manhole, time greater than 75 seconds for sixty-inch diameter manhole and time greater than 90 seconds for seventy-five-inch diameter manhole. If the manhole fails the initial test, the contractor shall make proper repairs or replace the manhole and retest at no additional compensation.