ASTM D3839-2008 Standard Guide for Underground Installation of &x201C Fiberglass&x201D (Glass-FiberReinforced Thermosetting-Resin) Pipe《玻璃纤维增强热固树脂管地下安装的标准指南》.pdf

《ASTM D3839-2008 Standard Guide for Underground Installation of &x201C Fiberglass&x201D (Glass-FiberReinforced Thermosetting-Resin) Pipe《玻璃纤维增强热固树脂管地下安装的标准指南》.pdf》由会员分享，可在线阅读，更多相关《ASTM D3839-2008 Standard Guide for Underground Installation of &x201C Fiberglass&x201D (Glass-FiberReinforced Thermosetting-Resin) Pipe《玻璃纤维增强热固树脂管地下安装的标准指南》.pdf（13页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: D 3839 08An American National StandardStandard Guide forUnderground Installation of “Fiberglass” (Glass-FiberReinforced Thermosetting-Resin) Pipe1This standard is issued under the fixed designation D 3839; the number immediately following the designation indicates the year oforiginal ad

2、option 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 Department of Defense.1

3、. 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 backf

4、ill, 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 stiffness range from 9 to ov

5、er72 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 to be m

6、odifiedor 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 practices ar

7、e 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 fiberglass pip

8、e. 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 criteria e

9、stablished 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 stated in

10、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. It i

11、s 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-mentsD 653 Terminology Rel

12、ating to Soil, Rock, and ContainedFluidsD 698 Test Methods for Laboratory Compaction Character-istics of Soil Using Standard Effort (12 400 ft-lbf/ft3(600kN-m/m3)D 883 Terminology Relating to PlasticsD 1556 Test Method for Density and Unit Weight of Soil inPlace by Sand-Cone MethodD 1557 Test Method

13、s for Laboratory Compaction Charac-teristics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)D 2167 Test Method for Density and Unit Weight of Soil inPlace by the Rubber Balloon MethodD 2216 Test Methods for Laboratory Determination of Wa-ter (Moisture) Content of Soil and Rock by Mas

14、sD 2487 Practice for Classification of Soils for EngineeringPurposes (Unified Soil Classification System)D 2488 Practice for Description and Identification of Soils(Visual-Manual Procedure)D 2922 Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)3D 3017 T

15、est Method for Water Content of Soil and Rock in1This practice is under the jurisdiction ofASTM Committee D20 on Plastics andis the direct responsibility of Subcommittee D20.23 on Reinforced Plastic PipingSystems and Chemical Equipment.Current edition approved April 1, 2008. Published June 2008. Ori

16、ginallyapproved in 1979. Last previous edition approved in 2002 as D 3839 021.2For 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 on

17、the ASTM website.3Withdrawn.1*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.Place by Nuclear Methods (Shallow Depth)D 4253 Test Methods for Maximum Index Density and U

18、nitWeight of Soils Using a Vibratory TableD 4254 Test Methods for Minimum Index Density and UnitWeight of Soils and Calculation of Relative DensityD 4318 Test Methods for Liquid Limit, Plastic Limit, andPlasticity Index of SoilsD 4564 Test Method for Density and Unit Weight of Soil inPlace by the Sl

19、eeve MethodD 4643 Test Method for Determination of Water (Moisture)Content of Soil by Microwave Oven HeatingD 4914 Test Methods for Density and Unit Weight of Soiland Rock in Place by the Sand Replacement Method in aTest PitD 4944 Test Method for Field Determination of Water(Moisture) Content of Soi

20、l by the Calcium Carbide GasPressure TesterD 4959 Test Method for Determination of Water (Moisture)Content of Soil By Direct HeatingD 5030 Test Method for Density of Soil and Rock in Placeby the Water Replacement Method in a Test PitD 5080 Test Method for Rapid Determination of PercentCompactionF 41

21、2 Terminology Relating to Plastic Piping Systems2.2 Other Standards:AASHTO LRFD Bridge Design Specifications, 2nd Edi-tion, American Association of State Highway and Trans-portation Officials4AASHTO M145 Classification of Soils and Soil AggregateMixtures4AWWA Manual of Practice M45 Fiberglass Pipe D

22、esignManual53. Terminology3.1 Definitions:3.1.1 GeneralUnless otherwise indicated, definitions arein accordance with Terminologies D 8, D 653, D 883, andF 412.3.2 Definitions of Terms Specific to This Standard: Descrip-tions of Terms Specific to This Standard:3.2.1 beddingbackfill material placed in

23、 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 compactibility because a dense and stiffstate may be achieved wit

24、h 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 inside pipe diameter.3.2.4 engineerthe engineer in respo

25、nsible 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 containaggregate, granular, or platelet fillers, thixotropic ag

26、ents, pig-ments, or dyes; thermoplastic or thermosetting liners or coat-ings 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. 200 (0.076 mm)seive.3.2.8 foundationin situ soil

27、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 other geotechnical engi-neering related material, as

28、 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 initial backfillbackfill material placed at the sideso

29、f 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 final form by a manufac-turing process such as crush

30、ing.3.2.13 maximum standard Proctor densitythe maximumdry unit weight of soil compacted at optimum moisturecontent, as obtained by laboratory test in accordance with TestMethod D 698.3.2.14 native (in situ) soilnatural soil in which a trench isexcavated for pipe installation or on which a pipe andem

31、bankment 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 density is obtained. (See

32、TestMethod D 698 and D 1557.)3.2.17 pipe zone embedmentall backfill around the pipe;this includes the bedding, haunching, and initial backfill.3.2.18 processed aggregatesaggregates which arescreened or washed or mixed or blended to produce a specificparticle-size distribution.3.2.19 relative density

33、a measure of the density of agranular soil based on the actual density of the soil “relative”to the soil in its loosest state and the soil in its densest state (seeTerminology D 653 for a precise definition) as obtained bylaboratory testing in accordance withTest Methods D 4253 andD 4254.3.2.20 soil

34、 stiffnessa property of soil, generally repre-sented numerically by a modulus of deformation that indicatesthe relative amount of deformation that will occur under agiven load.3.2.21 split installationan installation in which the initialbackfill consists of two different materials or one material4Av

35、ailable 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 80235, http:/www.awwa.org.D 3839 082placed at two different densiti

36、es; the first material extends fromthe top of the bedding to a depth of at least 0.6 times thediameter and the second material extends to the top of theinitial backfill.4. Significance and Use4.1 This practice is for use by designers and specifiers,manufacturers, installation contractors, regulatory

37、 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 forinclusion of this practice in contract documents

38、 for a specificproject are given in Appendix X1.5. Materials5.1 ClassificationSoil types used or encountered in bury-ing pipes include those classified in Table 1 and natural,manufactured, and processed aggregates. The soil classifica-tions are grouped into soil-stiffness categories (SC#) in Table 2

39、based on the typical soil stiffness when compacted. CategorySC1 indicates a soil that generally provides the highest soilstiffness at any given percentage of maximum Proctor density,and provides a given soil stiffness with the least compactiveeffort. Each higher-number soil-stiffness category provid

40、essuccessively less soil stiffness at a given percentage of maxi-mum Proctor density and requires greater compactive effort toprovide a given level of soil stiffness.NOTE 3See Practices D 2487 and D 2488 for laboratory and fieldvisual-manual procedures for identification of soils.NOTE 4Processed mat

41、erials produced for highway construction, in-cluding coarse aggregate, base, subbase, and surface coarse materials,when used for foundation, embedment, and backfill, should be categorizedin accordance with this section and Table 1 in accordance with particlesize and gradation.FIG. 1 Trench Cross-Sec

42、tion TerminologyD 3839 0835.2 Installation and UseTable 3 provides recommenda-tions on installation and use based on soil-stiffness categoryand location in the trench. Categories SC1 to SC4 should beused as recommended in Table 3. Soil-stiffness Category 5,including clays and silts with liquid limit

43、s greater than 50,organic soils, and frozen soils, shall be excluded from thepipe-zone embedment.5.2.1 Soil-Stiffness Category 1 (SC1)SC1 materials pro-vide maximum stability and pipe support for a given percentcompaction due to the low content of sand and fines. Withminimum effort these materials c

44、an be installed at relativelyhigh-soil stiffnesses over a wide range of moisture contents. Inaddition, the high permeability of SC1 materials may aid in thecontrol of water, and these materials are often desirable forembedment in rock cuts where water is frequently encountered.However, when ground-w

45、ater flow is anticipated, consider-ation should be given to the potential for migration of finesfrom adjacent materials into the open-graded SC1 materials.(See 5.6.)5.2.2 Soil-Stiffness Category 2 (SC2)SC2 materials, whencompacted, provide a relatively high level of pipe support;however, open-graded

46、 groups may allow migration and thesizes should be checked for compatibility with adjacent mate-rial; see 5.6.5.2.3 Soil-Stiffness Category 3 (SC3)SC3 materials pro-vide less support for a given density than SC1 or SC2materials. Higher levels of compactive effort are required andmoisture content mus

47、t be near optimum to minimize compac-tive effort and achieve the required density. These materialsprovide reasonable levels of pipe support once proper densityis achieved.TABLE 1 Soil Classification Chart (see Classification D 2487)Criteria for Assigning Group Symbols and Group Names Using Laborator

48、y TestsASoil ClassificationGroup Symbol Group NameBCoarse-Grained Soils gravels clean gravels Cu $ 4 and 1 # Cc # 3CGW well-graded gravelDMore than 50 % retainedon No. 200 sievemore than 50 % of coarsefraction retained on No. 4sieveless than 5 % finesECu Cc 3CGP poorly graded gravelDgravels with fin

49、es morethan 12 % finesEFines classify as ML or MH GM silty gravelD,F,GFines classify as CL or CH GC clayey gravelD,F,Gsands clean sands Cu $ 6 and 1 # Cc # 3CSW well-graded sandH50 % or more of coarse fractionpasses No. 4 sieveless than 5 % finesICu Cc 3CSP poorly graded sandHsands with fines Fines classify as ML or MH SM silty sandF,G,Hmore than 12 % finesIFines classify as CL or CH SC clayey sandF,G,HFine-Grained Soils silts and clays inorganic PI 7 and plots on or above “A” lineJCL lean clayK,L,M50 % or more passesthe No. 200 sieveliquid limit