210 R82-17 PDF

 

Standard Practice for Pipe Joint Selection for Highway Culvert and Storm Drains  AASHTO Designation: PP 63-09 (2014)R 82-171 Technical Section: 4b, Flexible and Metallic Pipe Release: Group 2 (June 2017)

1.

SCOPE

1.1.

Pipe joint design considerations are a critical component for the overall performance of culvert and storm drain installations. Experience has shown that the component responsible for many culvert and sewer performance problems and failures can be traced back to the pipe joint. The structural and hydraulic performance of the joint affects the stability of backfill and soil envelope around the pipe, the line and grade of the culvert, integrity of the overlying embankment and pavement, and compliance to storm and sanitary sewer permits. This practice is to provide clear definitions of joint performance terms, rational design methodology to determine appropriate joint performance requirements, and uniform criteria for manufacturers' joint qualification and contractors' post-installation pipe joint testing.

1.2.

This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use .

2. 2.1.

REFERENCED DOCUMENTS  AASHTO Standards : ◾ ◾ ◾ ◾

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2.2.

 ASTM Standards : ◾ ◾ ◾

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3. 3.1.

M 36, Corrugated Steel Pipe, Metallic-Coated, for Sewers and Drains M 288, Geotextile Specification for Highway Applications M 294, Corrugated Polyethylene Pipe, 300- to 1500-mm (12- to 60-in.) Diameter M 304, Poly(Vinyl Chloride) (PVC) Profile Wall Drain Pipe and Fittings Based on Controlled Inside Diameter  AASHTO LRFD Bridge Construction Specifications 

C443, Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets C497, Standard Test Methods for Concrete Pipe, Manhole Sections, or Tile C877, Standard Specification for External Sealing Bands for Concrete Pipe, Manholes, and Precast Box Sections C924, Standard Practice for Testing Concrete Pipe Sewer Lines by Low-Pressure Air Test Method (Withdrawn 2013) C969, Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines C990, Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants C1091, Standard Test Method for Hydrostatic Infiltration Testing of Vitrified Clay Pipe Lines C1103, Standard Practice for Joint Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines C1619, Standard Specification for Elastomeric Seals for Joining Concrete Structures D3212, Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals F477, Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe F1417, Standard Practice for Installation Acceptance of Plastic Non-Pressure Sewer Lines Using LowPressure Air

TERMINOLOGY  Definitions :

 

3.1.1.

brownfields   —abandoned industrial or commercial sites with some soil contamination from previous use, now available for new construction.

3.1.2.

erodible conditions   —soil or backfill materials or conditions where the soil or backfill surrounding the pipe may be removed by the flow of liquid (water) leaking from the pipe or pipe joint.

3.1.3.

exfiltration   —the passage of fluid from a pipe section through small openings or leaks in the pipe wall or in the joint. Fluid that enters the pipe backfill may change the structural characteristics of the backfill or cause migration of the backfill or surrounding soils.

3.1.4.

infiltration   —the passage of fluid into a pipe section through small openings in the pipe wall or in the joint. Extraneous flow entering a pipe system may cause migration of the backfill or surrounding soils into the pipe and change the structural characteristics of the backfill.

3.1.5.

leakage rate   —an amount of infiltration or exfiltration within the pipe system. A maximum leakage le akage rate may be established as a condition of project compliance to assure structural quality and proper installation.

3.1.6.

leak resistance   —leak resistance refers to a system that is not completely (100 percent) watertight, but allows some defined allowable rate of water leakage into and out of the system.

3.1.7.

leak-resistant joint   —a joint that limits water leakage at a maximum rate of 200 gallons/inchdiameter/mile/day for the pipeline system for the project specified head or pressure.

3.1.8.

 post-installation test   —leakage test conducted after pipe installation and backfill utilizing air or water to verify project specification compliance when required as a condition of project acceptance.

3.1.9.

 proof of design   —laboratory or in-plant tests for leakage through the pipe or pipe joint under pressure or vacuum that verifies the performance of the pipe joint in a specific test. This type of test may not directly correlate to field performance.

3.1.10.

restrained joints   —joints used for applications in which the joint may be subject to significant tensile and shear forces and moments. Examples of these applications are installations on slopes, sites where differential settlement may occur, and pipes for high pressures and high heads or velocities.

3.1.11.

silt-tight joint   —a joint that is resistant to infiltration of particles that are smaller than particles passing the No. 200 sieve. Silt-tight joints provide protection against infiltration of backfill material containing a high percentage of fines, and typically utilize some type of filtering or sealing component, such as an elastomeric rubber seal or geotextile.

3.1.12.

silt-tightness   —refers to a pipe system's resistance against fine soil migration through the openings of the  joint.

3.1.13.

soiltight joint   —a joint that is resistant to infiltration of particles larger than those t hose retained on the No. 200 sieve. Soiltight joints provide protection against infiltration of backfill material containing a high percentage of coarse grain soils, and are influenced by the size of the opening (maximum dimension normal to the direction that the soil may infiltrate) and the length of the channel (length of the path along which the soil may infiltrate).

3.1.14.

soiltightness   —refers to a pipe system's resistance to coarse grained soil migration through the openings of the joint.

3.1.15.

special design joint   —joints requiring special strength in bending or shear, pull-apart capabilities, or unusual features such as restrained joints placed on severe slopes, welded joints, or flanged and bolted joints for high pressures, high heads, or velocities, etc., typically described within special provisions of the project specifications.

3.1.16.

watertight joint   —a joint that provides zero leakage of water infiltration and exfiltration for a specified head or pressure application. Watertight joints typically utilize a resilient rubber seal of some type and are capable of passing a laboratory hydrostatic pressure and vacuum test of at least 10.8 psi without leakage.

3.1.17.

4. 4.1.

watertightness   —refers to a system that has zero leakage or infiltration. This is most commonly applied to  joints when lab-tested hydrostatically to a specified pressure and/or vacuum specified by the joint standard.

SUMMARY OF PRACTICE This practice establishes accepted definitions and performance criteria for the joints of buried pipe. Guidance is provided on the selection process for the appropriate joint, and the standard procedures for verifying performance of the joint, both at the plant and in the field when specified, to ascertain that it

 

meets the required performance criteria. The purpose of this practice is to produce consistent performance levels regardless of the piping material used on the project.

5. 5.1.

PROCEDURE 1.. The first consideration in the pipe joint Examine the Pipe Joint Selection Process Flowchart in Figure 1 selection decision process is to determine whether the pipe for the application is solid or perforated. If the pipe is perforated, then the joint shall have openings no larger than the perforations in the pipe wall.

Figure 1 —Pipe Joint Selection Process Flowchart 5.1.1.

For nonperforated pipe, a determination must be made as to the acceptability of allowing infiltration and/or exfiltration through the pipe joint. If infiltration of backfill material is not a concern and water movement through the joint is not a concern, then the default or soiltight joint should be selected for this type of application. The purpose of the soiltight joint is to maintain backfill integrity and pipe alignment

 

and to join the ends/sections of pipe together to allow a continuous flow of water while maintaining the interior required gap between sections. This joint will limit the infiltration of soil particles in the backfill material to particles that will pass through a No. 200 sieve. 5.1.2.

For nonperforated pipe where infiltration of backfill material is a concern, the designer should examine the composition of the backfill material. If there is a high percentage of soil fines (Note ( Note 1) 1) finer than the No. 200 sieve, then a silt-tight joint should be selected for most applications. Note 1 —A high percentage of fines are defined as more than 35 percent passing the No. 200 sieve.

5.1.3.

If water movement through a joint is a concern, a leak-resistant joint or a special design joint should be selected.

5.1.4.

If limited joint leakage is acceptable, a leak-resistant joint shall be specified. This joint will limit water leakage to a maximum rate of 200 gallons/inch-diameter/mile/day for the pipeline system for a specified head or pressure.

5.1.5.

If limited joint leakage is not acceptable, a special design joint shall be specified.

5.2.

8 and  and 9 should be consulted once the type of joint has been selected. These sections present Sections 8 various methods for constructing a soiltight, silt-tight, leak-resistant, or special design joint for each type of pipe material.

5.3.

To ensure proper joint performance, the pipe joint integrity shall be established by the pipe joint manufacturer prior to shipping the pipe, and further verified in the field by the contractor as witnessed by the project inspector. The manufacturer shall perform plant verification tests when specified in accordance with the Plant Test Requirements for the appropriate pipe material in Section 6. 6. This will ensure a suitable pipe joint is being delivered to the job site. Upon completion of the installation of the pipe, field verification of any leakage requirements by visual inspection or applicable testing shall be performed by the contractor and/or engineer when specified in accordance with the Field Test Requirements outlined for the appropriate pipe material in Section 7. 7. Failure to pass either one of these requirements when specified is cause for rejection of the pipe.

6.

PLANT TEST REQUIREMENTS

6.1.

Soiltight Joint :

6.1.1.

Soiltight joints are specified as a function of opening size (maximum dimension normal to the direction that soil may infiltrate), channel length (length of the path along which the soil may infiltrate), and backfill particle size. If the size of the opening exceeds 1 /8 in., the length of the channel must be at least four times the size of the opening. No opening may exceed 1 in.

6.1.2.

Concrete Pipe :

6.1.2.1.

Concrete pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected for compliance to their respective specifications.

6.1.2.2.

Plain joints utilizing mortar, mastic, external geotextile wraps, and rubber gaskets are all considered soiltight joints when assembled correctly in the field.

6.1.3.

Corrugated Metal Pipe :

6.1.3.1.

Corrugated metal pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected for compliance to their respective specifications.

6.1.3.2.

Externally banded corrugated or partially corrugated metal pipe bands that are a minimum of 7.5 in. wide and used with annularly corrugated pipe ends are considered soiltight when the assembled dimensions meet the requirements of the AASHTO the AASHTO LRFD Bridge Construction Specifications , Section 26.

6.1.3.3.

Corrugated metal pipe joints with a bell and spigot configuration conforming to Section 9.1.7 of M 36 are considered soiltight when assembled dimensions meet the requirements of AASHTO of AASHTO LRFD Bridge Construction Specifications , Section 26. Pipe shall be visually inspected to verify minimum requirements.

6.1.4.

Plastic Pipe :

6.1.4.1.

Plastic pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected

 

for compliance to their respective specifications. All measurements shall be made in accordance with  AASHTO and ASTM standards. 6.2. 6.2.1.

6.2.2.

Silt-Tight Joint :  A silt-tight joint is resistant to infiltration of particles parti cles that pass the No. 200 sieve. Silt-tight joints are specified to provide protection against infiltration of backfill material containing a high percentage of fines, and typically utilize some type of filtering or sealing component, such as an elastomeric rubber seal or geotextile wrap. Geotextile wraps are manufactured to tolerances that assure silt will not pass through them. The successful performance of these wraps in the field is dependent on their installation. If a geotextile wrap is specified for use, the material specified should meet M 288 with an Apparent Opening Size (AOS) > 70. Concrete Pipe :

6.2.2.1.

Concrete pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected for compliance to their respective specifications. All measurements shall be made in accordance with  AASHTO and ASTM standards.

6.2.2.2.

Concrete pipe joint designs meeting silt-tight joint requirements that utilize a rubber gasket or mastic filler as the sole method of sealing shall verify compliance to the silt-tight requirements by requiring the joint design be subjected to a production pipe proof test by a plant hydrostatic test described in Section 6.2.2.3. 6.2.2.3. Upon successful proof testing of the joint design, further joint acceptance of the pipe to be furnished to the project shall be based on joint dimensional verification and certification that the joint configuration and gasket or mastic filler conforms to the approved joint.

6.2.2.3.

Plant Proof-of-Design Test   —Plant proof-of-design test for silt-tight joints shall be in accordance with ASTM C443 except the maximum hydrostatic test pressure shall not be greater than 2 psi for the straight and deflected position.

6.2.2.4.

Concrete pipe joint designs meeting silt-tight joint requirements that utilize an external joint wrap as the sole method of sealing shall verify compliance to the silt-tight requirements by having the joint design include the placement around the entire circumference of the joint by either (a) external sealing bands per  ASTM C877 or (b) 12-in. wide geotextile separation fabric meeting requirements of Section 6.2.1 of 6.2.1 of this standard.

6.2.3.

Corrugated Metal Pipe :

6.2.3.1.

Corrugated metal pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected for compliance to their respective specifications. All measurements shall be made in accordance with AASHTO and ASTM standards.

6.2.3.2.

Corrugated metal joints, including the bell and spigot configuration, are considered silt-tight when they are wrapped around their entire circumference with a minimum 12-in. wide geotextile separation fabric meeting the requirements of Section 6.2.1 of 6.2.1 of this standard. Pipe shall be visually inspected to verify minimum requirements.

6.2.3.3.

Externally banded corrugated or partially corrugated metal pipe bands that are a minimum of 10.5 in. wide and fully corrugated with annularly corrugated pipe ends are considered silt-tight when the assembled dimensions meet the requirements of the AASHTO the AASHTO LRFD Bridge Construction Specifications , Section 26.

6.2.3.4.

Bell and spigot joints that use an elastomeric gasket as the sole means of sealing the joint shall meet the performance requirements of ASTM D3212, with the exception that the maximum hydrostatic test pressure shall be a minimum of 2 psi.

6.2.3.5.

Silt-tight joints shall meet the requirements of AASHTO of  AASHTO LRFD Bridge Construction Specifications , Section 26 for erodible soils.

6.2.4.

Plastic Pipe :

6.2.4.1.

Plastic pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected for compliance to their respective specifications. All measurements shall be made in accordance with  AASHTO and ASTM standards.

6.2.4.2.

Silt-tight joints shall utilize an elastomeric rubber seal meeting the requirements of ASTM F477. Alternative methods of joining (e.g., external joint wraps) shall be allowed provided the requirements of Section 6.2.4.3 are 6.2.4.3  are achieved.

6.2.4.3.

Silt-tight performance shall be verified by meeting the requirements of ASTM D3212, with the exception that the hydrostatic test pressure shall be a minimum of 2 psi.

 

6.3. 6.3.1.

6.3.2.

Leak-Resistant Joint :  A leak-resistant joint is specified when water leakage into or out of the pipeline system is a concern. Leakresistant joints limit water leakage at a maximum rate of 200 gallons/inch-diameter/mile/day for a specified head or pressure. Concrete Pipe :

6.3.2.1.

Concrete pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected for compliance to their respective specifications. All measurements shall be made in accordance with  AASHTO and ASTM standards.

6.3.2.2.

Concrete pipe joint designs meeting leak-resistant joint requirements that utilize a rubber gasket or mastic filler as the sole method of sealing shall verify compliance to the leak-resistant requirements by having the  joint design, represented by a production pipe, proof tested by a plant hydrostatic test described in Section 6.3.2.3.. Upon successful proof testing of the joint design, further joint acceptance of the pipe to be 6.3.2.3 furnished to the project shall be based on joint dimensional verification and certification that the joint configuration and gasket conforms to the approved joint.

6.3.2.3.

Plant Proof-of-Design Test   —Plant proof-of-design test for a leak-resistant joint shall be in accordance with  ASTM C443, with the maximum test pressures of 10.8 psi in the straight alignment and 10 psi in the deflected alignment.

6.3.2.4.

Concrete pipe joint designs meeting leak-resistant joint requirements and utilizing an external joint wrap as the sole method of sealing shall verify compliance to the leak-resistant requirements by requiring that the joint design include the placement around the entire circumference of the joint of an external sealing band as specified by ASTM C877 Type 1 or Type 2.

6.3.3.

Corrugated Metal Pipe :

6.3.3.1.

Corrugated metal pipePipe, jointsgaskets, shall bewraps, inspected dimensions tolerances are in with the design joint. and to allensure other material usedand to make and seal theaccordance joint shall be inspected for compliance to their respective specifications.

6.3.3.2.

Plant Proof-of-Design Test   —AASHTO standards have not yet been developed to demonstrate a plant proof-of-design test for corrugated metal pipe. A suitable plant proof-of-design test is recommended to be provided by the manufacturer. This plant proof-of-design should test the leak-resistant joint under conditions more severe than expected in the field in order to allow for the greater installation variables that occur in the field compared with plant testing. Pipe pressures for the plant proof-of-design test are recommended to be on the same order as required for concrete pipe and plastic pipe.

6.3.4.

Plastic Pipe :

6.3.4.1.

6.3.4.2.

Plastic pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected for compliance to their respective specifications. All measurements shall be made in accordance with  AASHTO and ASTM standards. Leak-resistant joints shall be bell and spigot and utilize an elastomeric rubber seal meeting the requirements of ASTM F477. Alternative methods of joining (e.g., external joint wraps) shall be allowed provided the requirements of Section 6.3.4.3 6.3.4.3 are  are achieved.

6.3.4.3.

Plant Proof-of-Design Test   —Plant proof-of-design test for leak resistance shall be verified in the lab by meeting all of the requirements of ASTM D3212. The hydrostatic test pressure and vacuum specified in the test method shall be 10.8 psi.

6.4.

Special Design Joint :

6.4.1.

Concrete, Corrugated Metal, and Plastic Pipe :

6.4.2.

Special design joints are joints requiring special strength in bending or shear, pull-apart capabilities, or unusual features such as restrained joints placed on severe slopes, welded joints, flanged and bolted joints for high pressures, high heads, or velocities. These joints are typically described within the special provisions of the project specifications. Watertight joints that provide zero leakage for a specified head or pressure application are included in this category.

6.4.3.

Special design pipe joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps, and all other material used to make and seal the joint shall be inspected for compliance to their respective specifications. All measurements shall be made in accordance with AASHTO and ASTM standards.

6.4.4.

Special design pipe joints shall be tested in accordance to the project specifications.

 

7. 7.1.

FIELD TEST REQUIREMENTS  A minimum of 5 percent of all installed pipe joints will be inspected unless otherwise specified by an agency.

7.2.

Soiltight Joints :

7.2.1.

Concrete, Corrugated Metal, and Plastic Pipe :

7.2.1.1.

Installed pipe joints shall have a visual or video inspection in the field to ensure compliance to the project specifications. Open joints or joints that are flowing particles larger than those particles retained on a No. 200 sieve shall be repaired or replaced as necessary to comply with the requirements of this standard. (See (See AASHTO  AASHTO LRFD Bridge Construction Specifications , Sections 26, 27, and 30 on cracks and joint defects.) Note 2 —If particles larger than those retained on a No. 200 sieve are restricted from passing through the  joint, then the joint has performed its intended design function. However, if there is a significant presence of particles smaller than those retained on a No. 200 sieve passing through the joint, it may mean that the initial design assumption of a soiltight joint requirement was incorrect, and remedial action may need to be taken.

7.3.

Silt-Tight Joints :

7.3.1.

Concrete, Corrugated Metal, and Plastic Pipe :

7.3.1.1.

Installed pipe joints shall have a visual or video inspection in the field to ensure compliance to the project specifications. Open joints or joints showing sediment as a result of flowing infiltration or exfiltration of particles shall be repaired or replaced as necessary to comply with the requirements of this standard. (See  AASHTO LRFD Bridge Construction Specifications , Sections 26, 27, and 30 on cracks and joint defects.)

7.4.

Leak-Resistant Joints :

7.4.1.

Concrete, Corrugated Metal, and Plastic Pipe :

7.4.1.1.

Installed pipe joints shall have a visual or video inspection to ensure compliance to the project specifications. Open joints or joints showing sediment as a result of measurable infiltration or exfiltration shall be repaired or replaced as necessary to comply with the requirements of this standard. If joints are showing leakage or the pipeline is required by specification to be tested, they shall be tested in accordance with the specific project specifications. Testing procedures that may be used for concrete, corrugated metal, or plastic pipe sections are listed below. (See AASHTO (See AASHTO LRFD Bridge Construction Specifications , Sections 26, 27, and 30 on cracks and joint defects.)

7.4.1.2.

Installed pipe joints shall be tested to meet the performance requirements of a leak-resistant joint as specified in accordance with ASTM C969.

7.4.1.3.

 As an alternative, concrete pipe joints may be tested in accordance with ASTM C924. Concrete pipelines with diameters of 27 in. or greater are permitted to utilize successful completion of ASTM C1103 to verify compliance to project specifications.

7.4.1.4.

 As an alternative, plastic pipe joints may be tested in accordance with ASTM F1417.

7.5.

Special Design Joint :

7.5.1.

Concrete, Corrugated Metal, and Plastic Pipe :

7.5.1.1.

Pipe joints shall have a visual or video inspection in the field to ensure compliance to the project specifications. Open joints or joints showing sediment as a result of measurable infiltration or exfiltration, when prohibited by project specification, shall be repaired or replaced as necessary to comply with the requirements of this standard.

7.5.1.2.

Installed pipe joints shall be tested in accordance with project specifications.

7.5.1.3.

7.5.1.4.

8.

 AASHTO LRFD Bridge Construction Specifications , Section 26 covers standard and special strength requirements for use with soft foundations, slope drains, and curvilinear installations. Strength and performance limits beyond these may be specified as required. When restrained joints are required, separation of the joint shall not exceed the limit specified on the project plans or in the specifications.

ENGINEERING DESIGN CONSIDERATIONS

 

8.1.

Joint Selection Criteria   —Joint selection should be based on the following criteria:

8.1.1.

Soiltight Joint   —Soiltight joints may be specified where the passage of water through the joint to or from the surrounding soil is acceptable or even desirable, and where the migration of backfill or soil through the  joint is not likely due to the backfill gradation or low migration probability probabilit y of the soil. Openings in the joint should be of such size that the surrounding material could not pass into the pipe. Perforated pipe may have soiltight joints provided the openings in the joint are no larger than the perforations in the pipe. Perforated pipe using a geotextile wrap should have the wrap extend over the entire joint assembly.

8.1.2.

Silt-Tight Joint   —Silt-tight joints may be specified where the passage of water through the joint to or from the surrounding soil is acceptable, but the infiltration or fines from the surrounding backfill or soil is precluded. Silt-tight joints can incorporate an appropriate geotextile wrap, a rubber gasket, or both. Silttight joints thattest employ a rubber gasket as the means Section 6. psi laboratory utilizing the test specified in sole 6. to seal the joint to silt-tightness should pass a 2

8.1.3.

Leak-Resistant Joint   —Leak-resistant joints may be specified where only very limited joint leakage is acceptable. These joints should be required when it is undesirable to allow leakage of storm water from the pipe into the surrounding soil, or leakage of groundwater from the surrounding soil into the pipe. The acceptable leakage rate should be shown in the project specifications as defined by the design engineer. Leak-resistant joints provide additional assurance against soil migration into the pipe.

8.1.3.1.

Leak-resistant joints require careful inspection to assure compliance to allowable leakage rate. If any visible leakage is seen or if required by project specifications, additional field leakage testing is required. Successful completion of this testing is required for pipeline acceptance.

8.1.3.2.

The designer should be aware of sewer projects that may require allowable leakage rates less than the leak-resistant joint described herein due to specific permit requirements or local ordinances. Some examples are sanitary sewers, pipelines in potable water well-head protected areas, or conduits buried in or transporting hazardous effluents. In such cases, special joints will be required.

8.1.4.

Special Joints   —Special joints may include restrained joints, welded joints, or any special configuration required to meet specific project demands not described in this practice.

8.1.4.1.

Restrained joints may be required when pipe is installed on a steep slope or where internal pressure or force may generate pull-apart forces. Installations such as slope drains may require some restraint to prevent pull-apart. Restraints are normally mechanical in design, 1) utilizing restraining systems across the pipe joint or 2) employing corrugated pipe bands for corrugated metal pipe.

8.1.4.2.

Welded joints may be required where leakage is completely unacceptable. Field welding of steel pipe should be done as specified by M 36, Sections 7.4 and 7.6. Thermoplastic pipe may be welded using butt fusion, extrusion welding, or resistance welding.

8.2.

Joint Testing   —Pipe joint test requirements are divided between manufacturer's laboratory (plant) proof-ofdesign testing and joint specification verification tests, and post-installation testing to verify pipeline performance and project specification compliance. Basic requirements are given in Table 1 1..

Table 1 —Proposed AASHTO Pipe Joint Descriptions and Test Procedures

 

9.

RATIONALE

9.1.

Joint specifications for the various pipe materials have been developed largely independent of one another. While many similarities exist among the separate joint specifications, there are also key differences due to the differing joint configurations and designs of the various pipe materials. Though each pipe material may have its own plant or laboratory verification test, it is important that all pipes in a given  joint classification perform to a defined and consistent level once installed.

9.2.

Upon installation, joints may be tested to a specified performance level. In the past, buried pipes have been specified as meeting soiltight, silt-tight, or watertight joint performance requirements. However, due to the vague definition of these performance levels for the various pipe materials, verification of joint performance in the field has been difficult. The purpose of this practice is to standardize the definitions of the performance levels of joining systems for all pipe materials and the means by which that specified performance level is verified.

9.3.

More consistent specification of pipe joints will result when all parties involved understand the process of selecting the correct pipe joint for each particular application, and the criteria that must be met as a result of the definition of that particular type of joint. This practice establishes accepted definitions and performance criteria for the joints of buried pipe.

10.

KEYWORDS

10.1.

Brownfields; erodible conditions; exfiltration; leakage rate.

 APPENDIXES

 

(Nonmandatory Information)

 X1. X1.1.

 X2.

JOINT TESTING CRITERIA To assist the designers' knowledge regarding various joint testing criteria established by existing ASTM standards or employed by other departments within AASHTO, these listings and testing protocols are provided. These Department of Transportation test methods are for informational purposes and are not necessarily the recommended specifications of the Subcommittee on Materials.

STANDARD LEAKAGE TEST METHODS Note X1 —This section could include any other testing standard or information not previously discussed within the body of this practice.

X2.1.

Departments of Transportation Test Methods and Requirements :

X2.1.1.

Washington State Department of Transportation : 7-0417.3(42) 7-0417.3(42) A

Cleaning and Testing  General 

Storm sewers and appurtenances, where required in the Plans, shall be cleaned and tested after backfilling by either the exfiltration or low-pressure air method at the option of the Contractor, except where the ground water table is such that the Engineer may require the infiltration test.  All work involved in cleaning and testing sewer lines between manholes or rodding inlets as required shall be completed within 15 working days after backfill of sewer lines and structures. Any further delay will require the written consent of the Engineer. The Contractor shall furnish all labor, materials, tools, and equipment necessary to make the test and clean the lines. The Contractor shall perform the tests under the direction and in the presence of the Engineer. Precautions shall be taken to prevent joints from drawing during tests, and any damage resulting from these tests shall be repaired by the Contractor at no expense to the Contracting Agency. The manner and time of testing shall be subject to approval by the Engineer.  All wyes, tees, and stubs shall be plugged with flexible jointed caps, or acceptable alternate, securely fastened to withstand the internal test pressure. Such plugs or caps shall be readily removable, and their removal shall provide a socket suitable for making a flexible jointed lateral connection or extension. Testing side sanitary sewers shall be for their entire length from the public sewer in the street to the connection with the building’s plumbing. Their testing shall be as required by the local sanitary agency but in no case shall it be less thorough than that of filling the pipe with water before backfilling and visually inspecting the exterior for leakage. The decision of the Engineer as to acceptance of the side sanitary sewer shall be final.If the Contractor elects to test large-diameter pipe one joint at a time, leakage allowances shall be converted to per joint by calculating the allowable leakage as described in Section 7-04.3(4) B or 7-04.3(4) C and then dividing by the number of joints in the tested section. If leakage exceeds the allowable amount, corrective measures shall be taken and the line then retested to the satisfaction of the Engineer. If any storm sewer installation fails to meet the requirements of the test method used, the Contractor shall determine, at no expense to the Contracting Agency, the source or sources of leakage and shall repair or replace all defective materials and/or workmanship at no expense to the Contracting Agency. The complete pipe installation shall meet the requirements of the test method used before being considered acceptable. 7-04.3(41) B

Exfiltration Test—Storm Sewers 

Prior to making exfiltration leakage tests, the Contractor may fill the pipe with clear water to permit normal absorption into the pipe walls, provided the leakage test shall be completed within 24 hours after such filling. Leakage shall be not more than 5 liters1 gallon per hour per meterinch of diameter per meter100 feet of storm sewer pipe, with a minimum test pressure of 2 meters6 feet of water column above the crown at the upper end of the pipe or above the active ground water table, whichever is higher as determined by the Engineer. The length of pipe tested shall be limited so that the pressure on the invert of the lower end of the Section tested shall not exceed 5 meters16 feet of water column. For each increase in pressure of

 

0.5 meter2 feet above a basic 2 meters6 feet measured above the crown at the lower end of the test section, the allowable leakage shall be increased by 10 percent. 7-04.3(C1) C

Infiltration Test—Storm Sewers 

Whenever the ground water table is above the crown of the higher end of the pipe Section at the time of testing, an infiltration test may be performed in lieu of the exfiltration test upon written permission of the Engineer. The maximum allowable limit for infiltration shall be 4 liters0.8 gallon per hour per meterinch of diameter per meter100 feet of length with no allowance for external hydrostatic head. 7-04.3(41) DE

Low Pressure Air Test— for Storm Sewers Constructed of Air Permeable Materials 

When air permeable pipe is subjected to a low-pressure air test, all of the provisions of Section 7-17.3(2) E shall apply, except that the time in seconds for the pressure drop shall be equal to or greater than the required time as shown in the table below:

 All time values listed in the table are in seconds. If a section to be tested includes more than one pipe size, the total time required can be found by adding the time values for each size of pipe and its corresponding length. Interpolate between valves for pipe lengths not shown. Pipe over 30 inches in diameter shall be tested one joint at a time in accordance with ASTM C1103. 7-04.3(1) F

Low Pressu Pressure re Air Test for Storm Sewers Constructed of Non Air Permeable Materials 

When non air permeable pipe is subjected to a low-pressure air test, all of the provisions of Section 7-17.3 (2) E for sanitary sewers shall apply, except that the time in seconds for the pressure drop shall be equal to or greater than four times the time shown in the table listed in Section 7-04.3(1) E. Pipe more than 30 inches in diameter shall be tested one joint at a time in accordance with ASTM C1103. Reaches of thermoplastic pipe containing no joints shall be exempt from testing requirements. Low pressure air testing may be used for pipes 750 millimeters in diameter and smaller in accordance with the following: The first Section of pipe not less than 100 meters in length installed by each crew shall be tested in order to qualify the crew and material. Successful tests for this Section shall be a prerequisite to further pipe installation by said crew. Immediately following the pipe cleaning, the pipe installation shall be tested with low-pressure air. Air shall be slowly supplied to the plugged pipe installation until the internal air pressure reaches 28 kilopascals greater than the average backpressure of any ground water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before proceeding further. The pipeline shall be considered acceptable when tested at an average pressure of 21 kilopascals greater than the average backpressure of any ground water that may submerge the pipe. The allowable rate of air loss shall be 1.8 liters per minute per square meter of internal pipe surface, but the total calculated air loss shall not be less than 55 liters per minute nor more than 200 liters per minute.

 

The requirements of this specification shall be considered satisfied if the time required in seconds for the pressure to decrease from 24 to 17 kilopascals greater than the average back pressure of any ground water that may submerge the pipe is not less than that computed according to the Standard Plan. 7-04.3(41) FD

Other Test Allowances—Storm Sewers 

For either the infiltration or exfiltration test, all lateral or side sewer branches included in the test section shall be taken into account in computing allowable leakage. An allowance of 0.2 gallons per hour per foot of head above invert shall be made for each manhole included in a test section. Upon final acceptance of the Work all sewers, side sewers, and fittings shall be open, clean, and free draining.All lateral or side storm sewer branches included in the test Section shall be taken into account in computing allowable leakage. An allowance of 2.5 liters per hour per meter of head above invert shall be made for each manhole included in a test section. X2.1.2.

Michigan Department of Transportation Test Method (MTM 723)  1. Scope : 1.1 This test method describes the requirements for independent laboratory testing of culvert and sewer joints, up to 24 in. (600 mm) in diameter, to verify WATERTIGHTNESS. Laboratory test results will be considered valid for five years once they have been reviewed and accepted by MDOT. Retesting will be required during this five-year period whenever the joint configuration or materials are changed. 1.2 Testing may be conducted by the manufacturer when witnessed and certified by an authorized representative of an independent laboratory. This authorized representative must verify the design and calibration of the testing apparatus. 1.3 Two procedures are included in this MTM either of which may be used to verify the WATERTIGHTNESS of sewer and culvert joints. The rate of water leakage from the test section or the rate of air pressure drop in the test section may be measured. 2. Referenced Documents : 2.1  ASTM Standards : • C 924M, Stand Standard ard Prac Practice tice for Tes Testing ting Concr Concrete ete Pipe Sewe Sewerr Lines by LowLow-Press Pressure ure Air Test Me Method thod (Metric) • C 969M, Standa Standard rd Practic Practice e for Infiltrat Infiltration ion and Exfiltr Exfiltration ation Accep Acceptance tance Test Testing ing of Installe Installed d Precast Concrete Pipe Sewer Lines (Metric) • C 1091, Standa Standard rd Test Met Method hod for Hydr Hydrostatic ostatic In Infiltrat filtration ion Testin Testing g of Vitrified C Clay lay Pipe Line Liness • F949 Standard Standard Specific Specification ation for Poly(Vin Poly(Vinyl yl Chloride) (PV (PVC) C) Corruga Corrugated ted Sewer Pipe With a Smooth Interior and Fittings • F 1417, Standard Standard Test Me Method thod for Inst Installatio allation n Acceptance Acceptance of Plasti Plasticc Gravity Se Sewer wer Lines U Using sing LowPressure Air 3. Significance and Use : 3.1 Culvert and sewer joints, 24 in. (600 mm) or less in diameter, tested and approved in accordance with this MTM will be placed on the Qualified Products List. 4.  Apparatus : 4.1 Testing may be carried out using either air pressure or hydrostatic pressure. Provide plugs capable of sealing the sewer or culvert test section for the appropriate test method. 4.2 The pressure gauge used, for either method, shall have a range of 0 to 10 psi (70 kPa). The gauge shall read to the nearest 0.07 psi (0.5 kPa) with an accuracy of +0.01 psi (0.1 kPa). 4.3 The pressure test apparatus must include a 6.0 psi (40 kPa) pressure relief device. 4.4 When testing plastic pipe, the pipe shall be deflected five percent (5 percent) during the entire testing period to represent the maximum allowable deflection at the time of field installation. The apparatus described in ASTM F 949 shall be used to deflect the plastic pipe. 5. Test Section : 5.1 The pipe section to be pressurized using the air or hydrostatic test procedure described in Section 6 shall consist of either two standard length pipe sections for the diameter being tested or two pipe segments each having a minimum length of ten feet, properly connected in accordance with the watertight joint design.

 

5.2 Jointing procedures used in the laboratory must be readily adaptable for use in the field to allow verification testing. 5.3 The test section shall be clean and free of debris at the time of testing. 6. Test Procedure : 6.1 The test procedures presented have been adapted from ASTM field installation acceptance methodss for hydros method hydrostatic tatic (ASTM (ASTM C 969M, C 1091) a and nd air pressu pressure re (A (ASTM STM C 924M, F 1417) testing. 6.2 Hydrostatic Pressure Testing  6.2.1 Plug the ends of the test section to provide a watertight seal and provide bracing to withstand the expected test pressure. Bracing shall not create longitudinal compressive forces within the test section. One of the plugs shall be fitted with an orifice through which water can be introduced into the test section. A water supply line shall be fitted with suitable control valves and a pressure gauge allowing continuous monitoring of the hydrostatic pressure at the top of the pipe. 6.2.2 Fill the test section completely with water. 6.2.3 For concrete and clay pipe, the water-filled test section is to stand for a minimum of four hours and a maximum of 72 hours to allow for water absorption by the pipe material. Refill the test section as necessary before continuing with testing. 6.2.4 Bring the hydrostatic pressure in the test section to 4.0 psi (28 kPa) and begin timing the test. Measure the leakage from the pipe joint while maintaining 4.0 psi (28 kPa) for 20 minutes. 6.3  Air Pressure Testing  6.3.1 Plug the ends of the test section to provide an airtight seal and provide bracing to withstand the expected test pressure. Bracing shall not create longitudinal compressive forces within the test section. One of the plugs shall be fitted with an orifice through which air can be introduced into the test section. An air supply line shall be fitted with suitable control valves and a pressure gauge allowing continuous monitoring of the air pressure. 6.3.2 Pressurize the pipe to 4.0 psi (28 kPa). Allow a minimum of two minutes for the air pressure to stabilize to between 3.5 psi (24 kPa) and 4.0 psi (28 kPa). If necessary, add air to the test section to maintain the pressure between 3.5 psi (24 kPa) and 4.0 psi (28 kPa). 6.3.3  After the air pressure has stabilized between 3.5 psi (24 kPa) and 4.0 psi (28 kPa), close the air supply valve so that no additional air may enter the test section. 6.3.4 Record the air pressure and begin timing the test. Record the time required for the air pressure to decrease 1.0 psi (7.0 kPa). 7. Basis of Acceptance : 7.1 Hydrostatic Pressure Verification  The method of jointing is considered acceptable when the leakage is less than or equal to 200 gallons per inch of inside diameter per mile per day (20 liters per millimeter of inside diameter per kilometer of pipe per day). The maximum leakage for various pipe diameters and standard pipe section lengths X1.. for the 20-minute test interval is given in Table X1 7.2  Air Pressure Verification  The method of jointing is considered acceptable when the time required for the air pressure to X2.. decrease 1.0 psi (7.0 kPa) exceeds the minimum times listed in Table X2 8. Report : 8.1 Independent laboratory test reports must be submitted which document that a minimum of three passing tests (either three hydrostatic or three air pressures) have been performed for each type of pipe jointing system and each diameter of pipe being submitted for approval as a Qualified Product. 8.2 Each report must include the following information : • Pipe and and joint compone component nt manu manufacture facturer's r's name, name, • Specif Specific ic pro produc ductt name(s) name(s),,

 

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Description Description of jjoint oint config configuration, uration, Mat ater eria ial, l, Specification Specification for each compone component, nt, The diame diameter ter of pipe pipe joint te teste sted, d, Standard Standard pipe se section ction len length gth for pipe pipe joint te tested, sted, Joint assembly assembly p procedu rocedure re used in llaborat aboratory ory testin testing, g, The date date and lloca ocation tion o off test testing, ing, Observed Observed leakage rate rate (hydrost (hydrostatic) atic) or time for 7.0 kPa press pressure ure drop (air), (air), Field assembly assembly diagr diagram am sufficie sufficient nt to allow identifi identification cation of all joint syst system em compone components, nts, and Certification Certification statem statement ent by author authorized ized represe representative ntative of independ independent ent laboratory if testing is conducted by manufacturer and independently witnessed.

Table X2.1 —Maximum

Interval

Table X2.2 —Minimum

Leakage for Various Pipe Diameter and Standard Pipe Section Lengths for 20-Minute Test

Time for 1-psi (7.0-kPa) Air Pressure Decrease for Various Pipe Diameters

 

1

This provisional standard was first published in 2009.Formerly AASHTO Provisional Standard PP 63. First published as a full standard in 2017.