ASTM D3839-2014 Standard Guide for Underground Installation of &ldquo Fiberglass&rdquo &40 Glass-Fiber Reinforced Thermosetting-Resin&41 Pipe《纤维玻璃40 玻璃纤维增强热固橡胶41管的地下安装标准指南》.pdf

《ASTM D3839-2014 Standard Guide for Underground Installation of &ldquo Fiberglass&rdquo &40 Glass-Fiber Reinforced Thermosetting-Resin&41 Pipe《纤维玻璃40 玻璃纤维增强热固橡胶41管的地下安装标准指南》.pdf》由会员分享，可在线阅读，更多相关《ASTM D3839-2014 Standard Guide for Underground Installation of &ldquo Fiberglass&rdquo &40 Glass-Fiber Reinforced Thermosetting-Resin&41 Pipe《纤维玻璃40 玻璃纤维增强热固橡胶41管的地下安装标准指南》.pdf（12页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D3839 14 An American National StandardStandard Guide forUnderground Installation of “Fiberglass” (Glass-FiberReinforced Thermosetting-Resin) Pipe1This standard is issued under the fixed designation D3839; the number immediately following the designation indicates the year oforiginal ado

2、ption 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 U.S. Department of Defen

3、se.1. Scope*1.1 This practice establishes procedures for the burial ofpressure and nonpressure “fiberglass” (glass-fiber-reinforcedthermosetting-resin) pipe in many typically encountered soilconditions. Included are recommendations for trenching, plac-ing pipe, joining pipe, placing and compacting b

4、ackfill, andmonitoring deflection levels. Guidance for installation offiberglass pipe in subaqueous conditions is not included.1.2 Product standards for fiberglass pipe encompass a widerange of product variables. Diameters range from 1 in. to 13 ft(25 mm to 4000 mm) and pipe stiffnesses range from 9

5、 to over72 psi (60 to 500 kPa) with internal pressure ratings up toseveral thousand pound force per square inch. This standarddoes not purport to consider all of the possible combinations ofpipe, soil types, and natural ground conditions that may occur.The recommendations in this practice may need t

6、o be modifiedor expanded to meet the needs of some installation conditions.In particular, fiberglass pipe with diameters of a few inches aregenerally so stiff that they are frequently installed in accor-dance with different guidelines. Consult with the pipe manu-facturer for guidance on which practi

7、ces are applicable to theseparticular pipes.1.3 The scope of this practice excludes product-performance criteria such as a minimum pipe stiffness, maxi-mum service deflection, or long-term strength. Such param-eters may be contained in product standards or designspecifications, or both, for fibergla

8、ss pipe. It is incumbent uponthe specified product manufacturer or project engineer to verifyand ensure that the pipe specified for an intended application,when installed in accordance with procedures outlined in thispractice, will provide a long-term, satisfactory performance inaccordance with crit

9、eria established for that application.NOTE 1There is no similar or equivalent ISO standard.NOTE 2A discussion of the importance of deflection and a presenta-tion of a simplified method to approximate field deflections are given inAWWA Manual of Practice M45 Fiberglass Pipe Design.1.4 The values stat

10、ed in inch-pound units are to be regardedas standard. The values given in parentheses are mathematicalconversions to SI units that are provided for information onlyand are not considered standard.1.5 This standard does not purport to address all of thesafety concerns, if any, associated with its use

11、. It is theresponsibility of the user of this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:2D8 Terminology Relating to Materials for Roads and Pave-mentsD653 Terminolog

12、y Relating to Soil, Rock, and ContainedFluidsD698 Test Methods for Laboratory Compaction Character-istics of Soil Using Standard Effort (12 400 ft-lbf/ft3(600kN-m/m3)D883 Terminology Relating to PlasticsD1556 Test Method for Density and Unit Weight of Soil inPlace by Sand-Cone MethodD2167 Test Metho

13、d for Density and Unit Weight of Soil inPlace by the Rubber Balloon MethodD2216 Test Methods for Laboratory Determination of Water(Moisture) Content of Soil and Rock by MassD2487 Practice for Classification of Soils for EngineeringPurposes (Unified Soil Classification System)D2488 Practice for Descr

14、iption and Identification of Soils(Visual-Manual Procedure)D4253 Test Methods for Maximum Index Density and UnitWeight of Soils Using a Vibratory TableD4254 Test Methods for Minimum Index Density and UnitWeight of Soils and Calculation of Relative Density1This practice is under the jurisdiction ofAS

15、TM Committee D20 on Plastics andis the direct responsibility of Subcommittee D20.23 on Reinforced Plastic PipingSystems and Chemical Equipment.Current edition approved March 1, 2014. Published May 2014. Originallyapproved in 1979. Last previous edition approved in 2008 as D3839 08. DOI:10.1520/D3839

16、-14.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.*A Summary of Changes section appears at the end of this

17、standardCopyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States1D4318 Test Methods for Liquid Limit, Plastic Limit, andPlasticity Index of SoilsD4564 Test Method for Density and Unit Weight of Soil inPlace by the Sleeve Method (Withdrawn 2013

18、)3D4643 Test Method for Determination of Water (Moisture)Content of Soil by Microwave Oven HeatingD4914 Test Methods for Density and Unit Weight of Soiland Rock in Place by the Sand Replacement Method in aTest PitD4944 Test Method for Field Determination of Water (Mois-ture) Content of Soil by the C

19、alcium Carbide Gas PressureTesterD4959 Test Method for Determination of Water (Moisture)Content of Soil By Direct HeatingD5030 Test Method for Density of Soil and Rock in Place bythe Water Replacement Method in a Test PitD5080 Test Method for Rapid Determination of PercentCompactionD5821 Test Method

20、 for Determining the Percentage ofFractured Particles in Coarse AggregateD6938 Test Method for In-Place Density and Water Contentof Soil and Soil-Aggregate by Nuclear Methods (ShallowDepth)D7382 Test Methods for Determination of Maximum DryUnit Weight and Water Content Range for EffectiveCompaction

21、of Granular Soils Using a Vibrating HammerF412 Terminology Relating to Plastic Piping SystemsF1668 Guide for Construction Procedures for Buried PlasticPipe2.2 Other Standards:AASHTO LRFD Bridge Design Specifications, 2nd Edition,American Association of State Highway and Transporta-tion Officials4AAS

22、HTO M145 Classification of Soils and Soil AggregateMixtures4AWWA Manual of Practice M45 Fiberglass Pipe DesignManual53. Terminology3.1 Definitions:3.1.1 GeneralUnless otherwise indicated, definitions arein accordance with Terminologies D8, D653, D883, and F412.3.2 Definitions of Terms Specific to Th

23、is Standard:3.2.1 beddingbackfill material placed in the bottom of thetrench or on the foundation to provide a uniform material onwhich to lay the pipe.3.2.2 compactibilitya measure of the ease with which asoil may be compacted to a high density and high stiffness.Crushed rock has high compactibilit

24、y because a dense and stiffstate may be achieved with little compactive energy.3.2.3 deflectionany change in the inside diameter of thepipe resulting from installation or imposed loads, or both;deflection may be either vertical or horizontal and is usuallyreported as a percentage of the nominal insi

25、de pipe diameter.3.2.4 engineerthe engineer in responsible charge of thework or his duly recognized or authorized representative.3.2.5 fiberglass pipea tubular product containing glass-fiber reinforcements embedded in or surrounded by curedthermosetting resin; the composite structure may containaggr

26、egate, granular, or platelet fillers, thixotropic agents,pigments, or dyes; thermoplastic or thermosetting liners orcoatings may be included.3.2.6 final backfillbackfill material placed from the top ofthe initial backfill to the ground surface (see Fig. 1.)3.2.7 finessoil particles that pass a No. 2

27、00 (0.076 mm)sieve.3.2.8 foundationin situ soil or, in the case of unsuitableground conditions compacted backfill material, in the bottomof the trench the supports the bedding and the pipe (see Fig. 1).3.2.9 geotextileany permeable textile material used withfoundation, soil, earth, rock, or any othe

28、r geotechnical engi-neering related material, as an integral part of a man-madeproduct, structure, or system.3.2.10 haunchingbackfill material placed on top of thebedding and under the springline of the pipe; the termhaunching only pertains to soil directly beneath the pipe (seeFig. 1).3.2.11 initia

29、l backfillbackfill material placed at the sidesof the pipe and up to 6 to 12 in. (150 to 300 mm) over the topof the pipe, including the haunching.3.2.12 manufactured aggregatesaggregates that are prod-ucts or by-products of a manufacturing process, or naturalaggregates that are reduced to their fina

30、l form by a manufac-turing process such as crushing.3.2.13 modulus of soil reaction (E)an empirical valueused in the Iowa deflection formula that defines the stiffness ofthe soil embedment around a buried pipe.3.2.14 native (in situ) soilnatural soil in which a trench isexcavated for pipe installati

31、on or on which a pipe andembankment are placed.3.2.15 open-graded aggregatean aggregate with aparticle-size distribution such that when compacted, the result-ing voids between the aggregate particles are relatively large.3.2.16 optimum moisture contentthe moisture content ofsoil at which its maximum

32、 density is obtained. (See TestMethod D698.)3.2.17 percent compactionthe ratio, expressed as apercentage, of: (1) dry unit weight of a soil, to (2) maximumunit weight obtained in a laboratory compaction test.3.2.18 pipe zone embedmentall backfill around the pipe;this includes the bedding, haunching,

33、 and initial backfill.3.2.19 processed aggregatesaggregates which arescreened or washed or mixed or blended to produce a specificparticle-size distribution.3.2.20 secant constrained soil modulus (Ms)a value forsoil stiffness determined as the secant slope of the stress-strain3The last approved versi

34、on of this historical standard is referenced onwww.astm.org.4Available from American Association of State Highway and TransportationOfficials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.5Available from American Water Works Association (AWWA), 6666 W. QuincyAve., Denver, CO 8023

35、5, http:/www.awwa.org.D3839 142curve of a one-dimensional compression test; Mscan be usedin place of E in the Iowa deflection formula.3.2.21 soil stiffnessa property of soil, generally repre-sented numerically by a modulus of deformation that indicatesthe relative amount of deformation that will occ

36、ur under agiven load.3.2.22 split installationan installation in which the initialbackfill consists of two different materials or one materialplaced at two different densities; the first material extends fromthe top of the bedding to a depth of at least 0.6 times thediameter and the second material

37、extends to the top of theinitial backfill.3.2.23 standard proctor density (SPD)the maximum dryunit weight of soil compacted at optimum moisture content, asobtained by laboratory test in accordance with Test MethodsD698.4. Significance and Use4.1 This practice is for use by designers and specifiers,m

38、anufacturers, installation contractors, regulatory agencies,owners, and inspection organizations involved in the construc-tion of buried fiberglass pipelines. As with any practice,modifications may be required for specific job conditions, orfor special local or regional conditions. Recommendations f

39、orinclusion of this practice in contract documents for a specificproject are given in Appendix X1.5. Materials5.1 ClassificationSoil types used or encountered in bury-ing pipes include those natural soils classified in PracticeD2487 and manufactured and processed aggregates. The soilmaterials are gr

40、ouped into soil classes in Table 1 based on thetypical soil stiffness when compacted. Class I indicates a soil*See 7.7, Minimum Cover.FIG. 1 Trench Cross-Section TerminologyD3839 143that generally provides the highest soil stiffness at any givenpercent compaction, and provides a given soil stiffness

41、 with theleast compactive effort. Each higher-number soil class providessuccessively less soil stiffness at a given percent compactionand requires greater compactive effort to provide a given levelof soil stiffness.NOTE 3See Practices D2487 and D2488 for laboratory and fieldvisual-manual procedures

42、for identification of soils.NOTE 4Processed materials produced for highway construction,including coarse aggregate, base, subbase, and surface coarse materials,when used for foundation, embedment, and backfill, should be categorizedin accordance with this section and Practice D2487 in accordance wit

43、hparticle size and gradation.5.2 Installation and UseTable 2 provides recommenda-tions on installation and use based on soil-stiffness class andlocation in the trench. Soil Classes I to IV should be used asrecommended in Table 2. Soil Class V, including clays and siltswith liquid limits greater than

44、 50 %, organic soils, and frozensoils, shall be excluded from the pipe-zone embedment.5.2.1 Soil Class IClass I materials provide maximumstability and pipe support for a given percent compaction dueto the low content of sand and fines.With minimum effort thesematerials can be installed at relatively

45、 high-soil stiffnesses overa wide range of moisture contents. In addition, the highpermeability of Class I materials may aid in the control ofwater, and these materials are often desirable for embedment inrock cuts where water is frequently encountered. However,when ground-water flow is anticipated,

46、 consideration should begiven to the potential for migration of fines from adjacentmaterials into the open-graded Class I materials. (See 5.6.)5.2.2 Soil Class IIClass II materials, when compacted,provide a relatively high level of pipe support; however,open-graded groups may allow migration and the

47、 sizes shouldbe checked for compatibility with adjacent material; see 5.6.5.2.3 Soil Class IIIClass III materials provide less supportfor a given percent compaction than Class I or Class IImaterials. Higher levels of compactive effort are required andmoisture content must be near optimum to minimize

48、 compac-tive effort and achieve the required percent compaction. Thesematerials provide reasonable levels of pipe support once properpercent compaction is achieved.5.2.4 Soil Class IVClass IV materials require a geotech-nical evaluation prior to use. Moisture content must be nearoptimum to minimize

49、compactive effort and achieve therequired percent compaction. Properly placed and compacted,Class IV materials can provide reasonable levels of pipesupport; however, these materials may not be suitable underhigh fills, surface-applied wheel loads, or under high-energy-level vibratory compactors and tampers. Do not use wherewater conditions in the trench may prevent proper placementand compaction.NOTE 5The term “high energy level vibratory compactors andtampers” refers to compaction equipment that might deflect or distort thepipe more than per