A. 
Conduct of work and safety:
(1) 
The developer shall take all precautions and make use of all required means to maintain the flow of traffic on municipal and state highways during all phases of construction. Should it become necessary to close any street or state highway, the developer shall obtain permission to do so from the applicable governing agency. The developer shall notify the appropriate municipality three working days prior to any street closing. The developer shall erect warning lights and signs at each end of street closures and shall erect directional signs to advise motorists of detour routes as required by law or agencies having jurisdiction over the roadways.
(2) 
Caution shall be exercised at all times for the protection of persons and property in accordance with applicable laws and codes. The developer shall be responsible for compliance with the safety provisions of applicable laws and Building and Construction Codes.
(3) 
The developer shall take all precautions and furnish and maintain all guards, barricades, handrails, lights, and other appurtenances, required by law, for the protection of the traveling public and property at or near the project.
(4) 
The developer shall be responsible for all safety precautions and shall ensure that all equipment, tools, and supplies are operated or handled in such a manner that at no time will they be permitted to contact power, telephone and other lines.
(5) 
The developer shall be responsible for the repair of all damages to public or private property resulting from construction operations. Damaged property shall be restored to a condition equal to or better than that which existed prior to the construction. If the damage is done to trees or shrubs, the developer shall replace with specimens of same type and size.
(6) 
The developer shall provide safe access for the Authority's representatives for the confirmation of compliance with Authority Rules and Regulations. If confirmation of compliance cannot be obtained, the Authority shall not accept dedication of sewer facilities.
B. 
Design:
(1) 
Unless otherwise noted, all designs shall conform to acceptable engineering practice, shall meet the requirements of PA DEP and OSHA and shall conform to the requirements contained herein.
(a) 
The minimum slope for all terminal sections of sewer mains shall be 1.0%. The minimum slope for all other sections shall be 0.5%.
(b) 
Minimum cover over all gravity sewer and force mains shall be four feet.
(c) 
If cover is in excess of 15 feet, the developer shall submit pipe manufacturer's certification that material is capable of withstanding imposed loads without suffering damage.
(2) 
The design of sewers shall be based on the fact that all units shall be served by a four-inch service line and six-inch lateral sewer, each having a minimum cover of three feet at any point along its entire length and a minimum grade of 1%. All wye connections shall be placed as indicated on the standard detail sheets contained herein,[1] using six-inch bends. The invert elevation of the six-inch lateral sewer, at the thirty-degree bend, shall be equal to the crown elevation of the main. "T-wyes" will be permitted if the lateral sewer connection is made in the top quadrant of the pipe barrel and a full pipe condition will not create a backup or flow restriction in the lateral sewer. All lateral sewers shall discharge to a gravity sewer main. Direct discharge of laterals to manholes will not be permitted, except by special exception from the authority.
[1]
Editor's Note: See standard detail sheets in Appendix SB at the end of these Rules and Regulations.
(3) 
The grinder pump systems shall be sized by a professional knowledgeable on the correct application and installation of these pump systems. The homeowner is responsible for the proper sizing, maintenance and repair of the pump systems, control panels and piping.
C. 
Location and protection of existing utilities.
(1) 
The developer shall be responsible for locating all existing underground structures and utilities including, but not limited to water, steam, oil, natural gas mains, sanitary and storm sewers, and telephone and electric conduits, which may be encountered during the construction operations. The developer, at no expense to the Authority, shall coordinate with the owners of such utilities for locating them.
(2) 
The developer shall be responsible for providing adequate protection against damage to utilities encountered during the course of construction and shall repair, at his own expense, any utilities damaged during the course of construction.
(3) 
The developer shall be responsible for contacting the Pennsylvania One Call System Inc. (1-800-242-1776) in compliance with the Pennsylvania Utilities Act, Act 287 of 1974 (73 P.S. § 176 et seq.), as amended from time to time.
A. 
Trench excavation.
(1) 
Width of trench: Pipe trenches shall be sufficiently true in alignment to permit the pipe to be laid in the approximate center of the trench. The trench shall be wide enough to provide a free working space on each side of the pipe; however, the trench width from the trench bottom to a point 12 inches above the top of the outside barrel of the pipe shall not exceed dimensions shown in the following table:
Maximum Trench Widths
Nominal Pipe Diameter
(inches)
Aggregate Backfill Width
(inches)
4
24
6
24
8
24
10
28
12
30
14
32
15
33
16
34
18
36
20
40
21
42
24
48
27
54
30
60
33
63
36
66
42
75
48
84
54
90
60
96
66
106
(2) 
Where lines are to be constructed on rights-of-way in open areas, the maximum width of trench at the top specified above may be exceeded only if the construction is kept entirely within the limits of the right-of-way and can be carried on without damage to adjoining property. The angle of slope shall be the angle at which the trench bank will stand without sliding, and in no case shall the angle of slope be steeper than 1/2 horizontal to one vertical, unless a trench box is used.
(3) 
Pipe bedding: The trench shall be excavated to a depth of six inches below the outside diameter of the pipe barrel. The resultant subgrade shall be undisturbed, or compacted. The bedding shall then be placed as specified below in Subsection A(7) [Backfilling methods]. Bedding shall provide uniform and continuous bearing and support for the pipe at every point between bell holes.
(4) 
Concrete encasement: If concrete encasement is indicated on the Standard Details or required by the Authority's representative, the trench shall be excavated to a depth of six inches below the outside of the barrel of pipes 24 inches in diameter or less, and nine inches below the outside of the barrel of pipes larger than 24 inches in diameter. All of this excavation may be done by machine.
(5) 
Unstable subgrade: Where the bottom of the trench at subgrade is found to be unstable, or to include ashes, cinders, any type of refuse, vegetable, or other organic material, or large pieces or fragments of inorganic material, such unsuitable material shall be removed to the width and depth recommended by the Authority's representative. Before pipe is laid, the subgrade shall be adjusted by backfilling with aggregate material, thoroughly tamped, and the bedding prepared as specified previously.
(6) 
Placement of pipes in fill: Placement of pipe in fill is not permitted, except by special exception by LASA. The developer shall take all measures available to route sewer pipes around fill areas. If LASA grants a special exception for placement of sewer pipes in fill, the compacted embankment shall be brought to a height of at least nine inches above the proposed top of the pipe before the trench is excavated.
(7) 
Backfilling methods:
(a) 
Pipe bedding beneath and to center line of pipe: All trenches shall be backfilled from the bottom of the trench to the center line of the pipe with bedding material and compacted by tamping or other approved mechanical methods to six inches. Bedding material shall be deposited in the trench for its full width on each side of the pipe and fittings simultaneously.
(b) 
Initial backfill over pipe: From the center line of the pipe and fittings to a depth of one foot above the top of the pipe, the trench shall be backfilled by hand or by approved mechanical methods. The developer's contractor shall use special care in placing this portion of the backfill so as to avoid injuring or moving the pipe. The backfill shall be compacted by tamping or other approved mechanical methods.
(c) 
Aggregate backfill to restoration depth: From one foot above the top of the pipe to restoration depth, the trench shall be backfilled by hand or by approved mechanical methods. Consolidation methods utilizing water, such as jetting or puddling, are not permitted. Consolidation shall proceed from the center of the trench to the sides to prevent arching.
(d) 
Excavated backfill material to restoration depth: From one foot above the top of the pipe to restoration depth, the trench shall be backfilled by hand or by approved mechanical methods. Consolidation methods utilizing water, such as jetting or puddling, are not permitted. Consolidation shall proceed from the center of the trench to the sides to prevent arching.
(e) 
Underground detectable warning tape: For the purpose of early warning, identification and location of buried pipes during future trenching or other excavation, provide continuous identification tape in the force main and gravity line trenches. Install in accordance with the printed recommendations of the tape manufacturer as modified here. Bury tape at a depth of 12 to 18 inches below grade; in pavements measure 12 to 18 inches from subgrade of pavement.
[Amended 10-22-2015 by Res. No. 15-10-003]
(8) 
Compacting: compact trench backfill as follows:
(a) 
All trench excavation and backfill within state highway right-of-way will be subject to inspection by representatives of the Commonwealth of Pennsylvania, Department of Transportation, and the work must be performed in accordance with the requirements of that Department.
(b) 
Use mechanical tampers, to compact materials in trench backfill operations, to produce a density of backfill at the bottom of each layer of not less than 90% of maximum density obtained at optimum moisture content as determined by AASHTO T99. Perform field determinations of density, when requested by the Authority's representative, in accordance with AASHTO T191.
(c) 
Thickness of tamping layers will vary depending upon the type of mechanical tamping equipment used. As part of the shop drawing submittal process, the contractor shall submit to LASA the type of compaction equipment to be used on the job, and manufacturer's literature regarding recommended tamping depths for each piece of equipment. No tamping work shall commence until this information has been submitted to LASA.
B. 
Pipe laying:
(1) 
General: All pipe shall be laid to a uniform line and grade, bell ends upgrade, with a firm and even bearing along the barrel of the pipe, close joints and smooth invert. The spigot end of the pipe shall be centered in, shoved tight and secured against the bell of the previously laid pipe. The interior of each pipe shall be cleaned of all excess joint and foreign material before the next pipe is laid. The pipe shall be laid in the backfill materials as specified. Pipe laying shall commence at the lowest point and proceed upgrade. At the close of each day's work and at such other times when pipe is not being laid, the open end of the pipe shall be protected with a close fitting stopper.
(2) 
Pipe clearance in rocks: Ledge rock, boulders and large stones shall be removed to provide a clearance of at least six inches below and on each side of all pipe and fittings for pipes 24 inches in diameter or less, and nine inches for pipes larger than 24 inches in diameter. The specified minimum clearances are the minimum clear distances which will be permitted between any part of the pipe or fitting being laid and any part, projection, or point of such rock, boulder or stone.
(3) 
Connections to existing manholes or structures: Core drill opening(s) of sufficient size to accommodate pipe(s) with pipe opening seal(s) installed. Make connection watertight. Form a new invert channel in the existing manhole base to properly conduct the flow through the existing manhole. Do not permit groundwater, surface water, or debris to enter the existing facilities through the new connection.
(4) 
Pipes at manholes or other rigid structures: Pipes directly connected to or supported by rigid structures shall not have a length beyond the rigid support in excess of the dimensions shown below:
Pipe Size
(inches)
Length
(feet)
6 and 8
5
10 to 16
5
18 or larger
8
(5) 
Drop connections: Make drop connections as indicated on the Standard Details. Use same pipe material used to construct the main from which the drop connection is made. Construct drop connection in accordance with design shown on Standard Details.
(6) 
Concrete encasement:
(a) 
Preparation: Prior to the formation of the encasement, temporary supports consisting of timber wedges and/or solid concrete bricks or cap blocks shall be used to support the pipe in place. Temporary supports shall have minimum dimensions and shall support the pipe at not more than two locations, one at the bottom of the barrel of the pipe adjacent to the shoulder of the socket and the other near the spigot end.
(b) 
Placing: After jointing of the pipe has been completed, concrete shall be uniformly poured beneath and on both sides of the pipe. The concrete shall be wet enough during placement to permit its flow, without excessive prodding, to all required points around the pipe surface. The width of the encasement shall be such as to fill completely the trench width. In case of extremely wide trenches, concrete encasement may be confined above the top of the pipe to a narrower width but in no case shall it be less than the width of trench required for the size of pipe being used.
(c) 
Before depositing concrete, the space within the limits of the pour shall have been cleared of all debris and water. Water shall not be allowed to rise adjacent to, or flow over, concrete deposited for at least 24 hours. Concrete shall be protected from the direct rays of the sun and kept moist, by a method acceptable to the Authority's representative, for a period of seven days or until backfilling is begun. In no case shall backfilling begin within 24 hours of the time of placing and the Authority's representative shall have strict control of the rate of backfilling.
(d) 
Concrete for encasement shall be 3,000 psi.
C. 
Boring:
(1) 
Approach trench: Excavate approach trench using excavation supports, if required, as specified in Section 02151.
(2) 
Boring: Push the casing pipe into the fill with a boring auger rotating within the pipe to remove the spoil. When augers or similar devices are used for casing pipe placement, the front of the pipe shall be provided with mechanical arrangements or devices that will positively prevent the auger and cutting head from leading the casing pipe so that there will be no unsupported excavation ahead of the casing pipe. The auger and cutting head arrangements shall be removable from within the casing pipe in the event an obstruction is encountered.
(a) 
The over-cut by the cutting head shall not exceed the outside diameter of the casing pipe by more than 1/2 inch. The face of the cutting head shall be arranged to provide reasonable obstruction to the free flow of soft or poor material.
(b) 
The use of water or other liquids to facilitate casing emplacement and soil removal is prohibited.
(c) 
Any method which employs simultaneous boring and jacking or drilling and jacking for pipes over eight inches in diameter which does not have the above approved arrangement will not be permitted.
(d) 
Casing pipes for gravity sewer lines shall be filled with sand or other approved materials.
(3) 
Casing spacers and end seal installation:
(a) 
Secure spacers to the carrier pipes in a manner that movement along carrier pipe barrel will not occur when carrier pipes are inserted into casing pipe.
(b) 
Size spacers that bell of the carrier pipe does not rest on casing and adequate clearance exists at top of cradle for ease of inserting the carrier pipe into the casing.
(c) 
Placement and spacing of spacers shall be in accordance with manufacturers recommendations or as indicated on the drawings.
(d) 
Install end seals in accordance with manufacturer's instructions.
D. 
Horizontal directional drilling.
[Added 10-22-2015 by Res. No. 15-10-003[1]]
(1) 
All horizontal directional drilling shall comply with the applicable sections in the HDD Good Practices manual authored by North American Society for Trenchless Technology. Excavate access and exit pits as necessary to horizontal directionally drill the proposed pipe alignment.
(2) 
Comply with all provisions of the PA One Call Law. Protect existing utilities during drilling operations. Notify PA One Call (811 System) of the required amount of time for such work prior to the start of excavation work.
(3) 
Equipment:
(a) 
The drilling equipment must be capable of placing the pipe within the planned line and grade without inverse slopes.
(b) 
The drilling equipment must meet the minimum thrust/pullback rating, minimum rotary torque rating, and the minimum mud flow pumping in capacity to facilitate installation of the low-pressure sewer main or service line.
(c) 
The drilling equipment shall have a guidance system that must be capable of measuring inclination, roll, and azimuth. The guidance system must have an independent means to ensure the accuracy of the installation. The guidance system shall be capable of generating a plot of the borehole survey for the purpose of an as-built drawing.
(4) 
Pilot hole boring:
(a) 
The entry angle and the pilot hole and the boring process shall maintain a curvature that does not exceed the allowable bending radius of the product pipe.
(b) 
The pilot hole shall be drilled along the path shown on the plan and profile drawings to a tolerance of six inches plus or minus for both elevation and alignment. No curves will be accepted with a radius less than that shown on the plan and profile drawings.
(c) 
Alignment adjustments and restarts:
[1] 
The pipeline alignment shall be followed as shown on the drawings within the specifications as stated. If adjustments are required, approval must be obtained prior to making adjustments.
[2] 
In the event of difficulties at any time during the boring operations requiring the complete withdrawal from the tunnel, a second tunnel must be approved by the Engineer. The difficulty point in the tunnel may be excavated and open-cut trenched the remainder of the distance.
[3] 
The number of access points shall be kept to a minimum. The equipment must be capable of boring and installing the proposed diameter product pipe in a continuous run of a minimum distance of 600 feet without intermediate pits.
(5) 
Installing product pipe:
(a) 
After the pilot hole is completed, install swivel to the reamer and commence pullback operations. Pre-ream the tunnel as necessary.
(b) 
The reaming diameter shall not exceed 1.4 times the diameter of the product pipe being installed.
(c) 
The product pipe being pulled into the tunnel shall be protected and supported so that it moves freely and is not damaged by stones and debris on the ground during installation.
(d) 
Pullback forces shall not exceed the allowable pulling forces for the product pipe.
(e) 
Allow sufficient length of product pipe to extend past the termination point to allow connections to adjacent to pipe sections or gate valves.
(f) 
Pulled pipes will be allowed 24 hours of stabilization prior to making tie-ins.
(6) 
Inspection:
(a) 
Provide and maintain instrumentation which will accurately perform the following functions.
[1] 
Locate the pilot hole.
[2] 
Record coordinates referenced to the drilled entry point.
[3] 
Measure drilling fluid flow discharge rate and pressure.
[4] 
Measure pullback pressure.
(b) 
Provide access to Authority to these instruments and readings at all times.
[1]
Editor's Note: Pursuant to this resolution, former Subsections D through H were redesignated as Subsections E through I, respectively.
E. 
Lateral sewers and service lines:
(1) 
Lateral sewers:
(a) 
Fittings (saddles, risers, bends, and plugs) and lateral sewer pipe shall be furnished and installed in accordance with these specifications. All practices and precautions required for the gravity sewer main are applicable to the lateral sewers, from the sewer main connection to the right-of-way line. A wooden marker two inches by four inches shall be placed at the end of each lateral sewer. The marker shall be one piece and may not be constructed from two or more smaller pieces. The marker shall extend from the lateral invert to 36 inches above grade. The marker shall have footage marks to indicate the depth to lateral invert.
(b) 
Connection to service line: Where the service line joins the lateral sewer, the bedding surrounding this connection shall be firmly compacted. The connection shall be made with a flexible pipe coupling. The use of molded rubber donuts is not permitted.
(2) 
If rock is encountered during the installation of the lateral sewer, the developer shall extend the lateral to provide a minimum "rock-free" distance of one foot beyond the end of the lateral. No lateral shall be "butted" against rock.
(3) 
Lateral sewer record plan information: The developer shall submit to the Authority all as-built information which shall include station, length from center line of sewer main, depth at the termination point of lateral, and lot number.
(4) 
Subsequent settlement of the street, road, or highway surface resulting from improper compaction of the lateral sewer trench, or from failure to protect the trench, shall be promptly repaired at the developer's cost.
(5) 
Excavation of rock: Whenever rock is encountered, the trench shall be excavated to a depth of six inches below the bottom of the pipe, and it shall be backfilled in accordance with details.
(6) 
Wherever a wye is placed in the sewer main for lateral service, the lateral sewer shall be extended to the right-of-way line prior to testing of the sewer main. LASA will not observe testing of mains until all lateral sewers are installed to the right-of-way line.
(7) 
When a water service and a lateral sewer share the same trench, they shall be separated by at least two feet horizontal and vertical.
(8) 
All service lines shall be installed with a minimum grade of 1%. A straight alignment shall be maintained where possible. A minimum cover of three feet shall be maintained where possible to prevent crushing and freezing, unless the Authority approves a lesser cover. Pipe shall be laid on a six-inch bedding of AASHTO No. 8 crushed stone. Pipe shall be backfilled from the bedding to a depth of 12 inches above the pipe with AASHTO No. 8 stone. Ground- and surface water in trenches for service lines shall not be permitted to enter sewerage system. Care shall be taken to prevent broken lateral caps and other debris from entering the sewer system. All service lines shall be constructed in accordance with these Rules and Regulations. (See Appendix SB for details.)
(9) 
Traps and vent pipes: A main or intercepting trap shall be placed on the service line and vented with a cowl-type vent. The trap shall consist of a double plug trap or single trap with a wye service tee with a double riser. The vent pipe shall be located on the house side of the trap and extend a minimum of six inches above the ground so as to prevent surface water from entering the sewer. (See Appendix SB.)
(10) 
Cleanouts: Unless otherwise authorized by the Authority, cleanouts shall be provided in each service line at intervals not exceeding 75 feet. Cleanouts shall be constructed using a wye fitting in the run of the pipe with a forty-five-degree bend and riser to the ground surface. The riser pipe shall be provided with a standard four-inch screw-type ferrule.
(11) 
Special conditions and requirements:
(a) 
Service line more than 15 feet deep: Where the lateral sewer and/or the service line is to be placed in a trench more than 15 feet deep, the line shall be constructed of SDR-35 PVC, or cast-iron, ductile iron pipe, or other material as the Authority shall direct.
(b) 
Service line under drive or roadway: Where the lateral sewer and/or the service line is to be placed under a drive or other roadway and the depth is less than four feet, the pipe or conduit shall be constructed of extra strength materials, as the Authority may direct. Vents and cleanouts shall not be placed in driveways.
F. 
Grease traps for hotels, restaurants, boardinghouses, public eating places: The type and size shall be consistent with the 2009 Uniform Plumbing Code, Chapter 10, Traps and Interceptors, unless expressly waived by the Authority. All hotels, restaurants, boardinghouses and public eating places shall comply with any more stringent Plumbing Code requirements of the agency having appropriate jurisdiction, including those that are currently required and those that are required by any future amendments to Plumbing Codes.
[Amended 10-22-2015 by Res. No. 15-10-003]
G. 
Grease traps for food service facilities, service stations and garages, factory buildings and similar establishments: The type and size shall be consistent with the 2009 Uniform Plumbing Code, Chapter 10, Traps and Interceptors, unless expressly waived by the Authority. All above-listed facilities shall comply with any more stringent Plumbing Code requirements of the agency having appropriate jurisdiction, including those that are currently required and those that are required by any future amendments to Plumbing Codes.
[Amended 10-22-2015 by Res. No. 15-10-003]
H. 
Individual grinder pump systems:
(1) 
The Authority may allow grinder pumps to be installed in applications where the Authority deems that gravity sewer service is not feasible.
(2) 
Grinder pump systems shall be located outside of the building structure for all new and existing construction unless such requirements are waived by the Authority's Executive Director.
[Amended 10-22-2015 by Res. No. 15-10-003]
(3) 
When the Authority installs individual grinder pump systems to address a sewer needs area defined by the current Act 537 plan, the Authority will construct, own, maintain and service the systems. In all other cases, the ownership, maintenance and repair of all individual grinder pump systems shall be and remain the property and sole responsibility of the homeowner.
[Amended 10-22-2015 by Res. No. 15-10-003]
(4) 
The electrical control panels of individual grinder pump units shall be installed in a location where the failure strobes can easily be seen if activated. For those installations where the homeowner is responsible for the maintenance and repair of the unit, a phenolic label permanently located on the control panel shall be required, indicating that "All maintenance costs for individual grinder pump systems are the homeowner's responsibility."
[Amended 10-22-2015 by Res. No. 15-10-003]
(5) 
The pressurized discharge lines from the individual grinder pump systems shall connect to the gravity sewer lateral at the right-of-way line. The pressurized portion of the discharge line shall be tested by the same methods as other force mains.
I. 
Manholes:
(1) 
Adjustment to final grade: All manholes installed by the developer shall be adjusted to new finished grade. If an extension is made from an existing manhole that is above or below new finished grade, the existing manhole shall be adjusted to meet the new finished grade at the expense of the developer. If the proposed construction includes an existing street or right-of-way, in which the existing grade will be changed, the developer shall be responsible for adjusting all existing manholes to the new finished grade. All adjustments required shall be in accordance with methods approved by the Authority. Such approval must be obtained in writing prior to construction.
(2) 
Manhole grade adjustments: Where required, use concrete grade rings to bring manhole frame to final elevation. The use of bricks, wood, stone, etc., is not permitted. No more than two grade rings are permitted per manhole and the total height adjustment shall not exceed six inches.
(3) 
Connections to existing sewer mains: Where new manholes are constructed on existing sewers, the developer shall bypass flow around the area, and construct a new manhole with a precast base, as specified previously. "Doghouse" type manholes may be permitted only by special exception by the Authority.
(a) 
Connect new pipes to new manhole base as specified previously under Subsection B, Pipe laying, of this § 150-11.
(b) 
Replace existing sewer pipe with new to first joint outside the manhole base. Use compatible joint materials or flexible pipe couplings.
(c) 
Maintain flow around work area during construction operations.
(d) 
All piping to be removed shall be cut with a saw. Chipping or breaking pipe with a hammer is not permitted.
(4) 
Laterals into manholes: No laterals shall discharge directly into manholes, unless specifically approved otherwise by LASA. If direct discharges are approved, they shall be constructed in accordance with the Standard Details.
A. 
Gravity sewer main testing:
(1) 
General: Connection of service lines to lateral sewers will not be permitted until the sewer mains and lateral sewers have successfully passed the required tests as specified in this section.
[Amended 10-22-2015 by Res. No. 15-10-003]
(2) 
Alignment:
(a) 
Light test: After the gravity sewer mains have been laid and backfilled, a light will be flashed between manholes to determine whether the alignment of the sewer is true and whether any pipe has been displaced, broken, or otherwise damaged subsequent to laying. This test will be repeated before final acceptance of the sewer. Each section (manhole to manhole) of sewer shall show a good light circle throughout its length and all defects shall be corrected by the developer, to the satisfaction of the Authority's representative, before acceptance of the facility by the Authority.
(b) 
Mandrel testing: If less than a full circle of light is observed during the light test, LASA may require the use of a mandrel test.
[1] 
No pipe shall exceed a deflection of 5%.
[2] 
The rigid ball or mandrel used for the deflection test shall have a diameter not less than 95% of the base inside diameter or the average inside diameter of the pipe, depending on which is specified in the ASTM standard (including the appendix) to which the pipe is manufactured, for the type of pipe used. The pipe shall be measured in compliance with ASTM D2122 Standard Test Method of Determining Dimensions of Thermoplastic Pipe and Fittings. The test shall be performed without mechanical pulling devices.
(3) 
Leakage tests:
(a) 
Air testing: The developer shall test each section of sewer, from manhole to manhole and all laterals in between, using low pressure air. Testing shall not be performed until all backfilling has been completed. The developer may, at his/her option, test the section of sewer for his/her own purposes, prior to completion of backfilling; however, the specified requirements shall not be deemed to be completed until the lines have been tested after the backfilling has been completed and trench settlement has been minimized. The developer shall furnish all labor, materials, tools, equipment, and accessories necessary to perform the required tests. All tests shall be made in the presence of and to the satisfaction of the Authority's representative.
(b) 
A minimum period of two minutes shall expire, to allow equilibrium of the air temperature with pipe wall, before test reading shall commence. The rate of air loss shall be determined by measuring the time interval required for the average internal pressure to decrease by 1.0 psig or 0.5 psig.
(c) 
The initial test pressure to be developed in the sewer main and lateral sewers shall be determined as follows:
[1] 
For depths six feet or less, the internal pressure shall not be less than 6.0 psig.
[2] 
For depths greater than six feet, the internal pressure in psig shall be calculated as the sum of 3.5 plus the maximum height in feet divided by 2.3 between the invert of the sewer and the existing ground surface in the section of sewer to be tested. (For example, if the maximum height is determined to be 9.2 feet, the added pressure would be 4.0 psig. The initial test pressure in the sewer would then be 7.5 psig. The allowable drift would be to 6.5 psig within the time indicated elsewhere in this subsection.)
[3] 
In no case shall the test pressure in the sewers or laterals be greater than the maximum internal differential joint pressure recommended by the manufacturer of the pipe.[1]
[1]
Editor's Note: The following two tables, which formerly appeared in this subsection, are included as an attachment to this chapter: 1) Specification Time Required for a 1.0 psig Pressure Drop for Size and Length of Pipe Indicated for Q = 0.0015 and 2) Specification Time Required for a 0.5 psig Pressure Drop for Size and Length of Pipe Indicated for Q = 0.0015.
(4) 
Infiltration:
(a) 
After the air testing described in Subsection A(3)(a) above has been completed and regardless of any indications of the test results made by the Authority's representative, the Authority reserves the right to perform additional field investigations during the eighteen-month maintenance period to establish the leakage of groundwater into the sewer and laterals constructed by the developer. The cost of these investigations shall be borne by the Authority.
(b) 
If the leakage exceeds 100 gallons per day, per inch diameter, per mile of pipe for any section, the developer shall, at the direction of the Authority's representative and at no cost to the Authority, perform additional testing, or corrective work, required to reduce the infiltration to less than 100 gallons per day, per inch diameter, per mile of pipe. This leakage applies to each manhole run separately and should not be construed to mean total leakage in the total system. The scope of this corrective work shall include, but not be limited to, cleaning, televising, testing, grouting of joints, excavation and replacement of faulty or damaged portions of the work, and all final restoration, for the sewer and laterals, to the limits installed by the developer. The Authority will issue written acceptance of the sewer run(s) after all remediation work has been completed to the satisfaction of the Authority's representative.
B. 
Lateral sewer and service line testing. The air test shall be made by attaching an air compressor testing apparatus to any suitable opening and after closing and supporting all other inlets and outlets to the service line, forcing air into the service line until there is a uniform gauge pressure of 6.0 psi. A minimum period of two minutes shall expire to allow equilibrium of the air temperature with the pipe wall before test reading shall commence. The service line shall be deemed acceptable if this pressure is maintained for six minutes without a drop in pressure of more than 0.5 psi. For service lines in excess of 400 feet in length and/or greater than six feet in depth, the Authority shall set the test pressure in accordance with this Chapter 150.
C. 
Force main testing:
(1) 
Hydrostatic tests:
(a) 
Pressure test: After the pipe has been laid and backfilled as specified, it shall be subjected to a hydrostatic pressure of 150 pounds per square inch or 50% in excess of the normal working pressure, whichever is greater. Where any section of a main is provided with concrete reaction backing, the hydrostatic pressure test shall not be made until at least five days have elapsed after the concrete reaction backing was installed. If high early strength concrete is used in the concrete reaction backing, the hydrostatic pressure test shall not be made until at least two days have elapsed.
[1] 
Duration of test: two hours.
[2] 
Procedure: Each section of pipe shall be slowly filled with water and the specified test pressure, based on the elevation of the lowest point of the line or section under test and corrected to the elevation of the test gauge, shall be applied by means of a pump connected to the pipe in a manner satisfactory to the Authority's representative. The pump, pipe connections, and all necessary apparatus, including gauges, shall be furnished by the developer. The developer's contractor shall make all taps into the pipe, and furnish all necessary assistance for conducting the tests.
[3] 
Expelling air before test: Before applying the specified test pressure, all air shall be expelled from the pipe. If permanent air vents are not located at all high points, the developer shall make the necessary taps at such points before the test is made. After the test has been completed, the developer shall insert plugs at the tapping points.
[4] 
Examination under pressure: Any cracks or defective pipes, fittings, or valves discovered in consequence of this pressure test shall be removed and replaced by the developer with sound material, and the test shall be repeated until satisfactory to the Authority's representative.
(2) 
Leakage test. The leakage test shall be conducted concurrently with the pressure test. The developer shall furnish laboratory calibrated test gauge and measuring devices, and all necessary assistance to conduct the test.
(a) 
Leakage definition: "Leakage" is defined as the quantity of water that must be supplied into the newly laid pipe, or any valve section thereof, to maintain the specified leakage test pressure after the pipe has been filled with water and the air expelled.
(b) 
Permitted leakage:
[1] 
No pipe installed will be accepted until the leakage is less than the number of gallons per hour as determined by the following formula in which "L" equals the allowable leakage in gallons per hour; "S" is the length of pipeline tested in feet; "D" is the nominal diameter of the pipe, in inches, and "P" is the average test pressure during the leakage test, in pounds per square inch gauge. (The allowable leakage according to the formula is equivalent to 11.65 US gallons per 24 hours per mile of pipe per inch nominal diameter, for pipe in eighteen-foot lengths evaluated on a pressure basis of 150 psi.)
[2] 
When testing against closed metal seated valves, an additional leakage per closed valve of 0.0078 gallon per hour per inch of nominal valve size shall be allowed. There shall be no additional leakage allowed for service connections.
[a] 
The Authority's representative will record both the makeup water and pressure at one-half-hour intervals during the test period.
[b] 
If any of the tests indicate leakage greater than that specified above, the developer shall, at no expense to the Authority, locate, repair, and replace the defective joints, pipe, or fittings until the leakage is within the specified allowance.
[c] 
Conditions for final acceptance by Authority as specified for gravity sewer main.
D. 
Manhole testing:
(1) 
Vacuum test: Prior to testing manholes, thoroughly clean manhole and seal openings to the satisfaction of the Authority's representative. Seal openings using properly sized plugs. Perform testing with manhole frames installed. The joint between the manhole and the manhole frame shall be included in the test.
(a) 
Perform vacuum testing in accordance with the testing equipment manufacturer's written instructions.
(b) 
Draw a vacuum of 10 inches of mercury and close the values.
(c) 
Consider manhole acceptable when vacuum does not drop below nine inches of mercury for the following manhole sizes and times:
[1] 
Four-foot diameter: 60 seconds.
[2] 
Five-foot diameter: 75 seconds.
[3] 
Six-foot diameter: 90 seconds.
(d) 
If a manhole fails to pass the vacuum test, the developer shall determine the source(s) of leakage. The developer shall repair or replace all defective material and/or workmanship and shall conduct such additional tests as required by the Authority's representative to demonstrate that the manhole meets the requirements. All materials and methods used to repair the manholes shall meet with the approval of the Authority. All costs associated with repairs and retesting of manholes shall be paid by the developer.
(2) 
Pick hole access. Prior to final acceptance, all manhole cover concealed pick holes will be tested to assure that the pick holes are easily accessible and that the manhole cover can be readily lifted and removed. If pick holes are not readily accessible, the cover shall be replaced with another cover which meets this requirement.
E. 
Grease interceptor testing:
[Amended 10-22-2015 by Res. No. 15-10-003]
(1) 
General: Connection of service lines to lateral sewers will not be permitted until the grease interceptor has successfully passed the required tests as specified in this section.
(2) 
Vacuum test: See § 150-12D. Use 90 seconds.
F. 
Cleanup and final acceptance:
(1) 
Prior to final inspection, developer shall flush and clean all manholes and sanitary sewer lines.
(2) 
Acceptance: Observation of successful testing of gravity sewers, force mains, or manholes by the Authority's representative does not constitute acceptance of the system or any portion thereof. Upon completion of any determined portion of a total system, and successful testing thereof, the Authority's representative may recommend final acceptance to the Authority. Only upon final inspection by the Authority's representative and upon written acceptance for same will the system or portion thereof be considered completed. Upon such acceptance and submittal of deed of dedication and record plans, the warranty period will commence. If, during final inspection, any irregularities are observed, the condition shall be corrected at the developer's expense, prior to final acceptance.