AASHTO PP 63-2009 Standard Practice for Pipe Joint Selection for Highway Culvert and Storm Drains《公路涵洞和雨水渠用管接头选择的标准实施规程》.pdf

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1、Standard Practice for Pipe Joint Selection for Highway Culvert and Storm Drains AASHTO Designation: PP 63-09(2014)1American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-4b PP 63-1 AASHTO Standard Practice for Pipe Joint

2、Selection for Highway Culvert and Storm Drains AASHTO Designation: PP 63-09 (2014)11. 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 se

3、wer 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

4、 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

5、 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.

6、REFERENCED DOCUMENTS 2.1. AASHTO Standards: 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

7、Pipe and Fittings Based on Controlled Inside Diameter AASHTO LRFD Bridge Construction Specifications 2.2. ASTM Standards: C 443, Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets C 497, Standard Test Methods for Concrete Pipe, Manhole Sections, or Tile C 877, Sta

8、ndard Specification for External Sealing Bands for Concrete Pipe, Manholes, and Precast Box Sections C 924, Standard Practice for Testing Concrete Pipe Sewer Lines by Low-Pressure Air Test Method (Withdrawn 2013) C 969, Standard Practice for Infiltration and Exfiltration Acceptance Testing of Instal

9、led Precast Concrete Pipe Sewer Lines C 990, Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants 2014 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation

10、of applicable law.TS-4b PP 63-2 AASHTO C 1091, Standard Test Method for Hydrostatic Infiltration Testing of Vitrified Clay Pipe Lines C 1103, Standard Practice for Joint Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines C 1619, Standard Specification for Elastomeric Seals for Joining

11、 Concrete Structures D 3212, Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals F 477, Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe F 1417, Standard Practice for Installation Acceptance of Plastic Non-Pressure Sewer

12、 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, now available for new construction. 3.1.2. erodible conditionssoil or backfill materials or conditions where the soil or backfill

13、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 small openings or leaks in the pipe wall or in the joint. Fluid that enters the pipe backfill may change the structural character

14、istics 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 pipe wall or in the joint. Extraneous flow entering a pipe system may cause migration of the backfill or surrounding soils into th

15、e 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 rate may be established as a condition of project compliance to assure structural quality and proper installation. 3.1.6. leak resi

16、stanceleak 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 jointa joint that limits water leakage at a maximum rate of 200 gallons/inch-diameter/mile/day for the p

17、ipeline 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 to verify project specification compliance when required as a condition of project acceptance. 3.1.9. proof of designlaboratory o

18、r 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 jointsjoints used for applications in which the joint may be

19、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. 2014 by the American Association of State Highway and Transportation Offi

20、cials.All rights reserved. Duplication is a violation of applicable law.TS-4b PP 63-3 AASHTO 3.1.11. silt-tight jointa 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

21、 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-tightnessrefers to a pipe systems resistance against fine soil migration through the openings of the joint. 3.1.13. soilt

22、ight jointa joint that is resistant to infiltration of particles larger than those 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 d

23、imension 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. soiltightnessrefers to a pipe systems resistance to coarse grained soil migration through the openings of the joint. 3.1.15. special design j

24、ointjoints 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

25、 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. Watertight joints typically utilize a resilient rubber seal of some type and are capable of passing a laboratory hydrostatic pr

26、essure 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 to joints when lab-tested hydrostatically to a specified pressure and/or vacuum specified by the joint standard. 4. SUMMARY OF PR

27、ACTICE 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 appropriate joint, and the standard procedures for verifying performance of the joint, both at the plant and in the field when spec

28、ified, 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. PROCEDURE 5.1. Examine the Pipe Joint Selection Process Flowchart in Figure 1. The first considerati

29、on 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 shall have openings no larger than the perforations in the pipe wall. 2014 by the American Association of State Highway and Transport

30、ation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4b PP 63-4 AASHTO Figure 1Pipe Joint Selection Process Flowchart 2014 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-4b

31、 PP 63-5 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 infiltration of backfill material is not a concern and water movement through the joint is not a concern, then the default or so

32、iltight 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

33、 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 h

34、igh 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 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-resistan

35、t 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 at a maximum rate of 200 gallons/inch-diameter/mile/day for the pipeline system for a specified head or pressure. 5.1.5.

36、 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. These sections present various methods for constructing a soiltight, silt-tight, leak-resistant, or special design joint for eac

37、h 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 v

38、erification 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 being delivered to the job site. Upon completion of the installation of the pipe, field verification of any leakage requirements b

39、y 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. Failure to pass either one of these requirements when specified is cause for rejection

40、 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

41、. 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. 2014 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-

42、4b PP 63-6 AASHTO 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 spe

43、cifications. 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 tolera

44、nces 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

45、. wide and used with annularly corrugated pipe ends are considered soiltight when the assembled dimensions meet the requirements of 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 o

46、f M 36 are considered soiltight when assembled dimensions meet the requirements 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 an

47、d 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. Silt-Tight Joint:

48、 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 of backfill material containing a high percentage of fines, and typically utilize some type of filtering or sealing component,

49、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 joints shall be inspected to ensure dimensions and tolerances are in accordance with the design joint. Pipe, gaskets, wraps,