ASTM D2321-2011 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications《下水道和其它自流设备用热塑塑料管的地下安装的标准方法》.pdf

《ASTM D2321-2011 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications《下水道和其它自流设备用热塑塑料管的地下安装的标准方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM D2321-2011 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications《下水道和其它自流设备用热塑塑料管的地下安装的标准方法》.pdf（14页珍藏版）》请在麦多课文档分享上搜索。

1、Designation:D232109 Designation: D2321 11An American National StandardStandard Practice forUnderground Installation of Thermoplastic Pipe for Sewersand Other Gravity-Flow Applications1This standard is issued under the fixed designation D2321; the number immediately following the designation indicate

2、s the year oforiginal adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.This standard has been approved for use by agencies of the

3、 Department of Defense.1. Scope*1.1 This practice provides recommendations for the installation of buried thermoplastic pipe used in sewers and othergravity-flow applications. These recommendations are intended to ensure a stable underground environment for thermoplastic pipeunder a wide range of se

4、rvice conditions. However, because of the numerous flexible plastic pipe products available and theinherent variability of natural ground conditions, achieving satisfactory performance of any one product may require modificationto provisions contained herein to meet specific project requirements.1.2

5、 The scope of this practice necessarily excludes product performance criteria such as minimum pipe stiffness, maximumservice deflection, or long term strength. Thus, it is incumbent upon the product manufacturer, specifier, or project engineer toverify and assure that the pipe specified for an inten

6、ded application, when installed according to procedures outlined in thispractice, will provide a long term, satisfactory performance according to criteria established for that application. A commentaryon factors important in achieving a satisfactory installation is included in Appendix X1.NOTE 1Spec

7、ific paragraphs in the appendix are referenced in the body of this practice for informational purposes.NOTE 2The following ASTM standards may be found useful in connection with this practice: Practice D420, Test Method D1556, Method D2216,Specification D2235, Test Method D2412, Specification D2564,

8、Practice D2657, Practice D2855, Test Methods D2922, Test Method D3017, PracticeF402, Specification F477, Specification F545, and Specification F913.NOTE 3Most Plumbing Codes and some Building Codes have provisions for the installation of underground “building drains and building sewers.”See them for

9、 plumbing piping applications.1.3 UnitsThe values stated in inch-pound units are to be regarded as standard. The values given in parentheses aremathematical conversions to SI units that are provided for information only and are not considered standard.1.4 This standard does not purport to address al

10、l of the safety concerns, if any, associated with its use. It is the responsibilityof the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatorylimitations prior to use.2. Referenced Documents2.1 ASTM Standards:2D8 Terminology Relatin

11、g to Materials for Roads and PavementsD420 Guide to Site Characterization for Engineering Design and Construction PurposesD653 Terminology Relating to Soil, Rock, and Contained FluidsD698 Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-lbf/ft3(600 kN-m

12、/m3)D1556 Test Method for Density and Unit Weight of Soil in Place by Sand-Cone MethodD2216 Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by MassD2235 Specification for Solvent Cement for Acrylonitrile-Butadiene-Styrene (ABS) Plastic Pipe and FittingsD2412 Te

13、st Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate LoadingD2487 Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)D2488 Practice for Description and Identification of Soils (Visual-Manual Procedure)D2564 S

14、pecification for Solvent Cements for Poly(Vinyl Chloride) (PVC) Plastic Piping Systems1This practice is under the jurisdiction of ASTM Committee F17 on Plastic Piping Systems and is the direct responsibility of Subcommittee F17.62 on Sewer.Current edition approved Dec. 15, 2009. Published February 2

15、010. Originally approved in 1989. Last previous edition approved in 2008 as D232108. DOI:10.1520/D2321-09.Current edition approved Feb. 1, 2011. Published March 2011. Originally approved in 1989. Last previous edition approved in 2009 as D2321 09. DOI:10.1520/D2321-11.2For referenced ASTM standards,

16、 visit the ASTM website, www.astm.org, or contact ASTM Customer Service at serviceastm.org. For Annual Book of ASTM Standardsvolume information, refer to the standards Document Summary page on the ASTM website.1This document is not an ASTM standard and is intended only to provide the user of an ASTM

17、 standard an indication of what changes have been made to the previous version. Becauseit may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current versionof the standard as published b

18、y ASTM is to be considered the official document.*A Summary of Changes section appears at the end of this standard.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.D2657 Practice for Heat Fusion Joining of Polyolefin Pipe and FittingsD

19、2855 Practice for Making Solvent-Cemented Joints with Poly(Vinyl Chloride) (PVC) Pipe and FittingsD2922 Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)D3017 Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)D3839

20、 Guide for Underground Installation of Fiberglass (Glass-FiberReinforced Thermosetting-Resin) PipeD4318 Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of SoilsF402 Practice for Safe Handling of Solvent Cements, Primers, and Cleaners Used for Joining Thermoplastic Pipe and Fitting

21、sF412 Terminology Relating to Plastic Piping SystemsF477 Specification for Elastomeric Seals (Gaskets) for Joining Plastic PipeF545 Specification for PVC and ABS Injected Solvent Cemented Plastic Pipe JointsF913 Specification for Thermoplastic Elastomeric Seals (Gaskets) for Joining Plastic PipeF166

22、8 Guide for Construction Procedures for Buried Plastic Pipe2.2 AASHTO Standard:3AASHTO M145 Classification of Soils and Soil Aggregate Mixtures3. Terminology3.1 GeneralDefinitions used in this practice are in accordance with Terminologies F412 and D8 and Terminology D653unless otherwise indicated.3.

23、1.1 Terminology D653 definitions used in this standard:3.1.2 compaction curve (Proctor curve) (moisture-density curve)the curve showing the relationship between the dry unitweight (density) and the water content of a soil for a given compactive effort.3.1.3 optimum water content the water content at

24、 which a soil can be compacted to a maximum dry unit weight by a givencompactive effort.3.1.4 percent compactionthe ratio, expressed as a percentage, of: (1) dry unit weight of a soil, to (2) maximum unit weightobtained in a laboratory compaction test.3.1.5 maximum unit weightthe dry unit weight def

25、ined by the peak of a compaction curve.3.2 Definitions of Terms Specific to This Standard:3.2.1 foundation, bedding, haunching, initial backfill, final backfill, pipe zone, excavated trench widthSee Fig. 1 for meaningand limits, and trench terminology.3.2.2 aggregatea granular material of mineral co

26、mposition such as sand, gravel, shell, slag or crushed stone (see TerminologyD8).3.2.3 deflectionany change in the inside diameter of the pipe resulting from installation and imposed loads. Deflection maybe either vertical or horizontal and is usually reported as a percentage of the base (undeflecte

27、d) inside pipe diameter.3Available from American Association of State Highway and Transportation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001,http:/www.transportation.org.* See 7.6 Minimum CoverFIG. 1 Trench Cross SectionD2321 1123.2.4 engineerthe engineer in responsib

28、le charge of the work or his duly recognized or authorized representative.3.2.5 manufactured aggregatesaggregates such as slag that are products or byproducts of a manufacturing process, or naturalaggregates that are reduced to their final form by a manufacturing process such as crushing.3.2.6 modul

29、us of soil reaction (E)an empirical value used in the Iowa deflection formula that defines the stiffness of the soilembedment around a buried pipe3.2.7 open-graded aggregatean aggregate that has a particle size distribution such that, when it is compacted, the voidsbetween the aggregate particles, e

30、xpressed as a percentage of the total space occupied by the material, are relatively large.3.2.8 processed aggregatesaggregates that are screened, washed, mixed, or blended to produce a specific particle sizedistribution.3.2.9 secant constrained soil modulus (Ms)- a value for soil stiffness determin

31、ed as the secant slope of the stress-strain curveof a one-dimensional compression test; Mscan be used in place of E in the Iowa deflection formula.3.2.10 standard proctor densitythe maximum dry unit weight of soil compacted at optimum moisture content, as obtained bylaboratory test in accordance wit

32、h Test Methods D698.4. Significance and Use4.1 This practice is for use by designers and specifiers, installation contractors, regulatory agencies, owners, and inspectionorganizations who are involved in the construction of sewers and other gravity-flow applications that utilize flexible thermoplast

33、icpipe. As with any standard practice, modifications may be required for specific job conditions or for special local or regionalconditions. Recommendations for inclusion of this practice in contract documents for a specific project are given in Appendix X2.5. Materials5.1 ClassificationSoil types u

34、sed or encountered in burying pipes include those classified in Table 1 and natural,manufactured, and processed aggregates. The soil classifications are grouped into soil classifications in Table 2 based on the typicalsoil stiffness when compacted. Class I indicates a soil that generally provides th

35、e highest soil stiffness at any given percentcompaction, and provides a given soil stiffness with the least compactive effort. Each higher-number soil class providessuccessively less soil stiffness at a given percent compaction and requires greater compactive effort to provide a given level of soils

36、tiffnessNOTE 4See Practices D2487 and D2488 for laboratory and field visual-manual procedures for identification of soils.NOTE 5Processed materials produced for highway construction, including coarse aggregate, base, subbase, and surface coarse materials, when usedfor foundation, embedment, and back

37、fill, should be categorized in accordance with this section and Table 1 in accordance with particle size and gradation.5.2 Installation and UseTable 3 provides recommendations on installation and use based on soil classification and locationin the trench. Soil Classes I to IV should be used as recom

38、mended in Table 3. Soil Class V, including clays and silts with liquidlimits greater than 50, organic soils, and frozen soils, shall be excluded from the pipe-zone embedment.5.2.1 Class I Class I materials provide maximum stability and pipe support for a given percent compaction due to the lowconten

39、t of sand and fines. With minimum effort these materials can be installed at relatively high-soil stiffnesses over a wide rangeof moisture contents. In addition, the high permeability of Class I materials may aid in the control of water, and these materialsare often desirable for embedment in rock c

40、uts where water is frequently encountered. However, when ground-water flow isanticipated, consideration should be given to the potential for migration of fines from adjacent materials into the open-graded ClassI materials. (See X1.8.)5.2.2 Class IIClass II materials, when compacted, provide a relati

41、vely high level of pipe support; however, open-gradedgroups may allow migration and the sizes should be checked for compatibility with adjacent material. (See X1.8.)5.2.3 Class III Class III materials provide less support for a given percent compaction than Class I or Class II materials.Higher level

42、s of compactive effort are required and moisture content must be near optimum to minimize compactive effort andachieve the required percent compaction. These materials provide reasonable levels of pipe support once proper percentcompaction is achieved.5.2.4 Class IVClass IV materials require a geote

43、chnical evaluation prior to use. Moisture content must be near optimum tominimize compactive effort and achieve the required percent compaction. Properly placed and compacted, Class IV materials canprovide reasonable levels of pipe support; however, these materials may not be suitable under high fil

44、ls, surface-applied wheelloads, or under high-energy-level vibratory compactors and tampers. Do not use where water conditions in the trench may preventproper placement and compaction.NOTE 6The term “high energy level vibratory compactors and tampers” refers to compaction equipment that might deflec

45、t or distort the pipe morethan permitted by the specifications or the manufacturer.5.2.5 Class VClass V materials should be excluded from pipe-zone embedment.5.3 Moisture Content of Embedment MaterialsThe moisture content of embedment materials must be controlled to permitplacement and compaction to

46、 required levels. For soils with low permeability (that is, Class III and Class IV and some borderlineClass II soils), moisture content is normally controlled to 6 3 % of optimum (see Test Method D698). The practicality of obtainingand maintaining the required limits on moisture content is an import

47、ant criterion for selecting materials, since failure to achieverequired percent compaction, especially in the pipe zone embedment, may result in excessive deflection.D2321 113TABLE 1 Soil Classification Chart (see Classification D2487)Criteria for Assigning Group Symbols and Group Names Using Labora

48、tory TestsASoil ClassificationGroupSymbolGroup NameBCoarse-Grained Soils gravels clean gravels C $ 4 and 1 # Cc # 3CGW well-graded gravelDMore than 50%retained on No. 200sievemore than 50%of coarse fractionretained on No. 4 sieveless than5% of finesECu Cc 3CGP poorly graded gravelDgravels withmore t

49、han12 % finesEFines classify as ML or MH GM silty gravelDFGFines classify as CL or CH GC clayey gravelDFGsands clean sands Cu $ 6 and 1 # Cc # 3CSW well-graded sandH50% or more ofcoarse fractionpasses on No. 4 sieveless than5% finesICu Cc 3CSP poorly graded sandHsand with fines Fines cLassify as ML or MH SM silty sandFGHmore than12 % finesIFines classify as CL or CH SC clayey sandFGHFine-Grained Soils silts and clays inorganic PI 7 and plots on or above “A” lineJCL lean clayKLM50% or more passesthe No. 200 sieveliquid limitless than 50PI 12 % pa