1、Standard Practice for Pipe Joint Selection for Highway Culvert and Storm Drains AASHTO Designation: R 82-171 Technical Section: 4b, Flexible and Metallic Pipe Release: Group 2 (June 2017) American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Wash
2、ington, D.C. 20001 TS-4b R 82-1 AASHTO Standard Practice for Pipe Joint Selection for Highway Culvert and Storm Drains AASHTO Designation: R 82-171Technical Section: 4b, Flexible and Metallic Pipe Release: Group 2 (June 2017) 1. SCOPE 1.1. Pipe joint design considerations are a critical component fo
3、r 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 ba
4、ckfill 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 appr
5、opriate 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
6、 this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 36, Corrugated Steel Pipe, Metallic-Coated, for Sewers and Drains M 288, Geotextile Specification for Highway A
7、pplications 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 2.2. ASTM Standards: C443, Standard Specification for Jo
8、ints 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 Lin
9、es by Low-Pressure Air Test Method (Withdrawn 2013) C969, Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violati
10、on of applicable law.TS-4b R 82-2 AASHTO 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 Jo
11、int 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 Elast
12、omeric Seals (Gaskets) for Joining Plastic Pipe F1417, Standard Practice for Installation Acceptance of Plastic Non-Pressure Sewer Lines Using Low-Pressure Air 3. TERMINOLOGY 3.1. Definitions: 3.1.1. brownfieldsabandoned industrial or commercial sites with some soil contamination from previous use,
13、now available for new construction. 3.1.2. erodible conditionssoil 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. exfiltrationthe passage of fluid from a pipe section through
14、 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. infiltrationthe passage of fluid into a pipe section through small openings in the
15、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 ratean amount of infiltration or exfiltration within the pipe system. A maximum leakage r
16、ate may be established as a condition of project compliance to assure structural quality and proper installation. 3.1.6. leak resistanceleak 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 syst
17、em. 3.1.7. leak-resistant jointa joint that limits water leakage at a maximum rate of 200 gallons/inch-diameter/mile/day for the pipeline system for the project specified head or pressure. 3.1.8. post-installation testleakage test conducted after pipe installation and backfill utilizing air or water
18、 to verify project specification compliance when required as a condition of project acceptance. 3.1.9. proof of designlaboratory 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
19、 may not directly correlate to field performance. 3.1.10. restrained jointsjoints 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, an
20、d pipes for high pressures and high heads or velocities. 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4b R 82-3 AASHTO 3.1.11. silt-tight jointa joint that is resistant to infiltration of particles
21、 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. 3.1.1
22、2. silt-tightnessrefers to a pipe systems resistance against fine soil migration through the openings of the joint. 3.1.13. soiltight jointa joint that is resistant to infiltration of particles larger than those retained on the No. 200 sieve. Soiltight joints provide protection against infiltration
23、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. soiltightnes
24、srefers to a pipe systems resistance to coarse grained soil migration through the openings of the joint. 3.1.15. special design jointjoints requiring special strength in bending or shear, pull-apart capabilities, or unusual features such as restrained joints placed on severe slopes, welded joints, o
25、r 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 jointa joint that provides zero leakage of water infiltration and exfiltration for a specified head or pressure application
26、. 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. watertightnessrefers to a system that has zero leakage or infiltration. This is most commonly applied
27、to joints when lab-tested hydrostatically to a specified pressure and/or vacuum specified by the joint standard. 4. SUMMARY OF PRACTICE 4.1. This practice establishes accepted definitions and performance criteria for the joints of buried pipe. Guidance is provided on the selection process for the ap
28、propriate 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 mate
29、rial used on the project. 5. PROCEDURE 5.1. Examine the Pipe Joint Selection Process Flowchart in Figure 1. The first consideration in the pipe joint selection decision process is to determine whether the pipe for the application is solid or perforated. If the pipe is perforated, then the joint shal
30、l have openings no larger than the perforations in the pipe wall. 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4b R 82-4 AASHTO Figure 1Pipe Joint Selection Process Flowchart 2017 by the American A
31、ssociation of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4b R 82-5 AASHTO 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 i
32、nfiltration 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/s
33、ections 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 infilt
34、ration 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 1) finer than the No. 200 sieve, then a silt-tight joint should be selected for most applications. Note 1A high percentage of fines are de
35、fined 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 l
36、eakage 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. Sections 8 and 9 should be consulted once the type of joint has been selected. T
37、hese sections present 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, an
38、d 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. This will ensure a suitable pipe joint is bei
39、ng 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
40、 appropriate pipe material in Section 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
41、 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 1/8in., 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:
42、 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. 2017 by the American Assoc
43、iation of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4b R 82-6 AASHTO 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
44、 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 respecti
45、ve 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 LRFD Bridge Construction Specif
46、ications, 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 LRFD Bridge Construction Specifications, Section 26. Pipe shall be visually inspecte
47、d 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
48、respective specifications. All measurements shall be made in accordance with AASHTO and ASTM standards. 6.2. Silt-Tight Joint: 6.2.1. A silt-tight joint is resistant to infiltration of particles that pass the No. 200 sieve. Silt-tight joints are specified to provide protection against infiltration o
49、f 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. 6.2.2. Concrete Pipe: 6.2.2.1. Concrete pipe
