ASTM D3839-14(2019)
(Guide)Standard Guide for Underground Installation of “Fiberglass” (Glass-Fiber Reinforced Thermosetting-Resin) Pipe
Standard Guide for Underground Installation of “Fiberglass” (Glass-Fiber Reinforced Thermosetting-Resin) Pipe
SIGNIFICANCE AND USE
4.1 This practice is for use by designers and specifiers, manufacturers, installation contractors, regulatory agencies, owners, and inspection organizations involved in the construction of buried fiberglass pipelines. As with any practice, modifications may be required for specific job conditions, or for special local or regional conditions. Recommendations for inclusion of this practice in contract documents for a specific project are given in Appendix X1.
SCOPE
1.1 This practice establishes procedures for the burial of pressure and nonpressure “fiberglass” (glass-fiber-reinforced thermosetting-resin) pipe in many typically encountered soil conditions. Included are recommendations for trenching, placing pipe, joining pipe, placing and compacting backfill, and monitoring deflection levels. Guidance for installation of fiberglass pipe in subaqueous conditions is not included.
1.2 Product standards for fiberglass pipe encompass a wide range of product variables. Diameters range from 1 in. to 13 ft (25 mm to 4000 mm) and pipe stiffnesses range from 9 to over 72 psi (60 to 500 kPa) with internal pressure ratings up to several thousand pound force per square inch. This standard does not purport to consider all of the possible combinations of pipe, soil types, and natural ground conditions that may occur. The recommendations in this practice may need to be modified or expanded to meet the needs of some installation conditions. In particular, fiberglass pipe with diameters of a few inches are generally so stiff that they are frequently installed in accordance with different guidelines. Consult with the pipe manufacturer for guidance on which practices are applicable to these particular pipes.
1.3 The scope of this practice excludes product-performance criteria such as a minimum pipe stiffness, maximum service deflection, or long-term strength. Such parameters may be contained in product standards or design specifications, or both, for fiberglass pipe. It is incumbent upon the specified product manufacturer or project engineer to verify and ensure that the pipe specified for an intended application, when installed in accordance with procedures outlined in this practice, will provide a long-term, satisfactory performance in accordance with criteria established for that application.
Note 1: There is no known ISO equivalent to this standard.
Note 2: A discussion of the importance of deflection and a presentation of a simplified method to approximate field deflections are given in AWWA Manual of Practice M45 Fiberglass Pipe Design.
1.4 The values stated in inch-pound units are to be regarded as standard. The values given in parentheses are mathematical conversions to SI units that are provided for information only and are not considered standard.
1.5 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, health, and environmental practices and determine the applicability of regulatory limitations prior to use.
1.6 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
General Information
Relations
Standards Content (Sample)
This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
Designation: D3839 − 14 (Reapproved 2019)
Standard Guide for
Underground Installation of “Fiberglass” (Glass-Fiber
Reinforced Thermosetting-Resin) Pipe
This standard is issued under the fixed designation D3839; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
AWWA Manual of Practice M45 Fiberglass Pipe Design.
1. Scope*
1.4 Thevaluesstatedininch-poundunitsaretoberegarded
1.1 This practice establishes procedures for the burial of
as standard. The values given in parentheses are mathematical
pressure and nonpressure “fiberglass” (glass-fiber-reinforced
conversions to SI units that are provided for information only
thermosetting-resin) pipe in many typically encountered soil
and are not considered standard.
conditions. Included are recommendations for trenching, plac-
ing pipe, joining pipe, placing and compacting backfill, and
1.5 This standard does not purport to address all of the
monitoring deflection levels. Guidance for installation of
safety concerns, if any, associated with its use. It is the
fiberglass pipe in subaqueous conditions is not included.
responsibility of the user of this standard to establish appro-
priate safety, health, and environmental practices and deter-
1.2 Product standards for fiberglass pipe encompass a wide
mine the applicability of regulatory limitations prior to use.
range of product variables. Diameters range from 1 in. to 13 ft
1.6 This international standard was developed in accor-
(25 mm to 4000 mm) and pipe stiffnesses range from 9 to over
dance with internationally recognized principles on standard-
72 psi (60 to 500 kPa) with internal pressure ratings up to
ization established in the Decision on Principles for the
several thousand pound force per square inch. This standard
Development of International Standards, Guides and Recom-
doesnotpurporttoconsiderallofthepossiblecombinationsof
mendations issued by the World Trade Organization Technical
pipe, soil types, and natural ground conditions that may occur.
Barriers to Trade (TBT) Committee.
Therecommendationsinthispracticemayneedtobemodified
or expanded to meet the needs of some installation conditions.
2. Referenced Documents
Inparticular,fiberglasspipewithdiametersofafewinchesare
2.1 ASTM Standards:
generally so stiff that they are frequently installed in accor-
dance with different guidelines. Consult with the pipe manu- D8Terminology Relating to Materials for Roads and Pave-
facturerforguidanceonwhichpracticesareapplicabletothese ments
particular pipes. D653Terminology Relating to Soil, Rock, and Contained
Fluids
1.3 The scope of this practice excludes product-
D698Test Methods for Laboratory Compaction Character-
performance criteria such as a minimum pipe stiffness, maxi-
istics of Soil Using Standard Effort (12,400 ft-lbf/ft (600
mum service deflection, or long-term strength. Such param-
kN-m/m ))
eters may be contained in product standards or design
D883Terminology Relating to Plastics
specifications,orboth,forfiberglasspipe.Itisincumbentupon
D1556Test Method for Density and Unit Weight of Soil in
thespecifiedproductmanufacturerorprojectengineertoverify
Place by Sand-Cone Method
and ensure that the pipe specified for an intended application,
D2167Test Method for Density and Unit Weight of Soil in
when installed in accordance with procedures outlined in this
Place by the Rubber Balloon Method
practice, will provide a long-term, satisfactory performance in
D2216TestMethodsforLaboratoryDeterminationofWater
accordance with criteria established for that application.
(Moisture) Content of Soil and Rock by Mass
NOTE 1—There is no known ISO equivalent to this standard.
D2487Practice for Classification of Soils for Engineering
NOTE 2—A discussion of the importance of deflection and a presenta-
Purposes (Unified Soil Classification System)
tion of a simplified method to approximate field deflections are given in
D2488Practice for Description and Identification of Soils
(Visual-Manual Procedures)
ThispracticeisunderthejurisdictionofASTMCommitteeD20onPlasticsand
is the direct responsibility of Subcommittee D20.23 on Reinforced Plastic Piping
Systems and Chemical Equipment. For referenced ASTM standards, visit the ASTM website, www.astm.org, or
Current edition approved Aug. 1, 2019. Published August 2019. Originally contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
approved in 1979. Last previous edition approved in 2014 as D3839–14. DOI: Standards volume information, refer to the standard’s Document Summary page on
10.1520/D3839-14R19. the ASTM website.
*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
D3839 − 14 (2019)
D4253Test Methods for Maximum Index Density and Unit Crushedrockhashighcompactibilitybecauseadenseandstiff
Weight of Soils Using a Vibratory Table state may be achieved with little compactive energy.
D4254Test Methods for Minimum Index Density and Unit
3.2.3 deflection—any change in the inside diameter of the
Weight of Soils and Calculation of Relative Density
pipe resulting from installation or imposed loads, or both;
D4318Test Methods for Liquid Limit, Plastic Limit, and
deflection may be either vertical or horizontal and is usually
Plasticity Index of Soils
reported as a percentage of the nominal inside pipe diameter.
D4564Test Method for Density and Unit Weight of Soil in
3.2.4 engineer—the engineer in responsible charge of the
Place by the Sleeve Method (Withdrawn 2013)
work or his duly recognized or authorized representative.
D4643Test Method for Determination of Water Content of
Soil and Rock by Microwave Oven Heating
3.2.5 fiberglass pipe—a tubular product containing glass-
D4914Test Methods for Density of Soil and Rock in Place
fiber reinforcements embedded in or surrounded by cured
by the Sand Replacement Method in a Test Pit
thermosetting resin; the composite structure may contain
D4944TestMethodforFieldDeterminationofWater(Mois-
aggregate, granular, or platelet fillers, thixotropic agents,
ture)ContentofSoilbytheCalciumCarbideGasPressure
pigments, or dyes; thermoplastic or thermosetting liners or
Tester
coatings may be included.
D4959Test Method for Determination of Water Content of
3.2.6 final backfill—backfill material placed from the top of
Soil By Direct Heating
the initial backfill to the ground surface (see Fig. 1.)
D5030Test Methods for Density of Soil and Rock in Place
3.2.7 fines—soil particles that pass a No. 200 (0.076 mm)
by the Water Replacement Method in a Test Pit
sieve.
D5080Test Method for Rapid Determination of Percent
Compaction
3.2.8 foundation—in situ soil or, in the case of unsuitable
D5821Test Method for Determining the Percentage of
ground conditions compacted backfill material, in the bottom
Fractured Particles in Coarse Aggregate
ofthetrenchthesupportsthebeddingandthepipe(seeFig.1).
D6938TestMethodsforIn-PlaceDensityandWaterContent
3.2.9 geotextile—any permeable textile material used with
of Soil and Soil-Aggregate by Nuclear Methods (Shallow
foundation, soil, earth, rock, or any other geotechnical engi-
Depth)
neering related material, as an integral part of a man-made
D7382Test Methods for Determination of Maximum Dry
product, structure, or system.
Unit Weight and Water Content Range for Effective
3.2.10 haunching—backfill material placed on top of the
Compaction of Granular Soils Using aVibrating Hammer
bedding and under the springline of the pipe; the term
(Withdrawn 2017)
haunching only pertains to soil directly beneath the pipe (see
F412Terminology Relating to Plastic Piping Systems
Fig. 1).
F1668Guide for Construction Procedures for Buried Plastic
Pipe
3.2.11 initial backfill—backfill material placed at the sides
2.2 Other Standards:
of the pipe and up to 6 to 12 in. (150 to 300 mm) over the top
AASHTOLRFDBridgeDesignSpecifications,2ndEdition,
of the pipe, including the haunching.
American Association of State Highway and Transporta-
4 3.2.12 manufactured aggregates—aggregates that are prod-
tion Officials
ucts or by-products of a manufacturing process, or natural
AASHTO M145Classification of Soils and Soil Aggregate
4 aggregates that are reduced to their final form by a manufac-
Mixtures
turing process such as crushing.
AWWAManual of Practice M45 Fiberglass Pipe Design
Manual 3.2.13 modulus of soil reaction (E')—an empirical value
usedintheIowadeflectionformulathatdefines thestiffnessof
3. Terminology
the soil embedment around a buried pipe.
3.1 Definitions:
3.2.14 native (in situ) soil—natural soil in which a trench is
3.1.1 General—Unless otherwise indicated, definitions are
excavated for pipe installation or on which a pipe and
in accordance with Terminologies D8, D653, D883, and F412.
embankment are placed.
3.2 Definitions of Terms Specific to This Standard:
3.2.15 open-graded aggregate—an aggregate with a
3.2.1 bedding—backfill material placed in the bottom of the
particle-size distribution such that when compacted, the result-
trench or on the foundation to provide a uniform material on
ing voids between the aggregate particles are relatively large.
which to lay the pipe.
3.2.16 optimum moisture content—the moisture content of
3.2.2 compactibility—a measure of the ease with which a
soil at which its maximum density is obtained. (See Test
soil may be compacted to a high density and high stiffness.
Method D698.)
3.2.17 percent compaction—the ratio, expressed as a
The last approved version of this historical standard is referenced on
percentage, of: (1) dry unit weight of a soil, to (2) maximum
www.astm.org.
Available from American Association of State Highway and Transportation unit weight obtained in a laboratory compaction test.
Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001.
3.2.18 pipe zone embedment—all backfill around the pipe;
Available fromAmericanWaterWorksAssociation (AWWA), 6666W. Quincy
Ave., Denver, CO 80235, http://www.awwa.org. this includes the bedding, haunching, and initial backfill.
D3839 − 14 (2019)
*See 7.7, Minimum Cover.
FIG. 1 Trench Cross-Section Terminology
3.2.19 processed aggregates—aggregates which are the top of the bedding to a depth of at least 0.6 times the
screened or washed or mixed or blended to produce a specific diameter and the second material extends to the top of the
particle-size distribution. initial backfill.
3.2.20 secant constrained soil modulus (M )—a value for
3.2.23 standard proctor density (SPD)—the maximum dry
s
soil stiffness determined as the secant slope of the stress-strain
unit weight of soil compacted at optimum moisture content, as
curve of a one-dimensional compression test; M can be used
obtained by laboratory test in accordance with Test Methods
s
in place of E' in the Iowa deflection formula.
D698.
3.2.21 soil stiffness—a property of soil, generally repre-
4. Significance and Use
sented numerically by a modulus of deformation that indicates
the relative amount of deformation that will occur under a
4.1 This practice is for use by designers and specifiers,
given load.
manufacturers, installation contractors, regulatory agencies,
3.2.22 split installation—an installation in which the initial owners, and inspection organizations involved in the construc-
backfill consists of two different materials or one material tion of buried fiberglass pipelines. As with any practice,
placedattwodifferentdensities;thefirstmaterialextendsfrom modifications may be required for specific job conditions, or
D3839 − 14 (2019)
for special local or regional conditions. Recommendations for 5.2.1 Soil Class I—Class I materials provide maximum
inclusion of this practice in contract documents for a specific stability and pipe support for a given percent compaction due
project are given in Appendix X1.
tothelowcontentofsandandfines.Withminimumeffortthese
materialscanbeinstalledatrelativelyhigh-soilstiffnessesover
5. Materials
a wide range of moisture contents. In addition, the high
permeability of Class I materials may aid in the control of
5.1 Classification—Soil types used or encountered in bury-
water,andthesematerialsareoftendesirableforembedmentin
ing pipes include those natural soils classified in Practice
rock cuts where water is frequently encountered. However,
D2487 and manufactured and processed aggregates. The soil
whenground-waterflowisanticipated,considerationshouldbe
materials are grouped into soil classes in Table 1 based on the
given to the potential for migration of fines from adjacent
typical soil stiffness when compacted. Class I indicates a soil
materials into the open-graded Class I materials. (See 5.6.)
that generally provides the highest soil stiffness at any given
percentcompaction,andprovidesagivensoilstiffnesswiththe
5.2.2 Soil Class II—Class II materials, when compacted,
leastcompactiveeffort.Eachhigher-numbersoilclassprovides
provide a relatively high level of pipe support; however,
successively less soil stiffness at a given percent compaction
open-graded groups may allow migration and the sizes should
and requires greater compactive effort to provide a given level
be checked for compatibility with adjacent material; see 5.6.
of soil stiffness.
5.2.3 Soil Class III—ClassIIImaterialsprovidelesssupport
for a given percent compaction than Class I or Class II
NOTE 3—See Practices D2487 and D2488 for laboratory and field
visual-manual procedures for identification of soils.
materials. Higher levels of compactive effort are required and
NOTE 4—Processed materials produced for highway construction,
moisture content must be near optimum to minimize compac-
including coarse aggregate, base, subbase, and surface coarse materials,
tive effort and achieve the required percent compaction. These
whenusedforfoundation,embedment,andbackfill,shouldbecategorized
materialsprovidereasonablelevelsofpipesupportonceproper
in accordance with this section and Practice D2487 in accordance with
particle size and gradation. percent compaction is achieved.
5.2 Installation and Use—Table 2 provides recommenda- 5.2.4 Soil Class IV—Class IV materials require a geotech-
nical evaluation prior to use. Moisture content must be near
tions on installation and use based on soil-stiffness class and
location in the trench. Soil Classes I to IV should be used as opti
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