ASTM F690-86(2003)e2

Standard Practice for Underground Installation of Thermoplastic Pressure Piping Irrigation Systems (Withdrawn 2012)

SCOPE
1.1 This practice covers general and basic procedures related to the proper installation of thermoplastic, flexible, pressure piping, 36 in. nominal size and smaller, for underground irrigation systems. Because there is considerable variability in end-use requirements, soil conditions, and thermoplastic piping characteristics, it is the intent of this practice to outline general objectives and basics of proper installation and to provide pertinent references, rather than to prescribe detailed installation procedures.  
1.2 This practice should not be used for installing thermoplastic underground sewer, drain, potable water, conduit or gas service piping.  
1.3 The values stated in inch-pound units are to be regarded as the standard. Values in parentheses are given for information only.  
1.4 This standard does not purport to address all of the safety problems, 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.
WITHDRAWN RATIONALE
This practice covers general and basic procedures related to the proper installation of thermoplastic, flexible, pressure piping, 36 in. nominal size and smaller, for underground irrigation systems. Because there is considerable variability in end-use requirements, soil conditions, and thermoplastic piping characteristics, it is the intent of this practice to outline general objectives and basics of proper installation and to provide pertinent references, rather than to prescribe detailed installation procedures.
Formerly under the jurisdiction of Committee F17 on Plastic Piping Systems, this practice was withdrawn in January 2012 in accordance with section 10.5.3.1 of the Regulations Governing ASTM Technical Committees, which requires that standards shall be updated by the end of the eighth year since the last approval date.

General Information

• Status: Withdrawn
• Publication Date: 09-Aug-2003
• Withdrawal Date: 31-Oct-2012
• ICS: 23.040.20 - Plastics pipes
• Technical Committee: F17 - Plastic Piping Systems
• Drafting Committee: F17.61 - Water

Relations

• Replaces: ASTM F690-86(2003)e1 - Standard Practice for Underground Installation of Thermoplastic Pressure Piping Irrigation Systems
• Effective Date: 10-Aug-2003
• Referred By: ASTM F1668-16(2022) - Standard Guide for Construction Procedures for Buried Plastic Pipe
• Effective Date: 10-Aug-2003

Standards Content (Sample)

NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
An American National Standard
´2
Designation:F690–86(Reapproved2003)
Standard Practice for
Underground Installation of Thermoplastic Pressure Piping
Irrigation Systems
ThisstandardisissuedunderthefixeddesignationF690;thenumberimmediatelyfollowingthedesignationindicatestheyearoforiginal
adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.Asuperscript
epsilon (´) indicates an editorial change since the last revision or reapproval.
´ NOTE—Keywords editorially added in November 2003.
´ NOTE—Editorial changes were made throughout in December 2004.
1. Scope D2488 Practice for Description and Identification of Soils
(Visual-Manual Procedure)
1.1 This practice covers general and basic procedures re-
F402 Practice for Safe Handling of Solvent Cements, Prim-
lated to the proper installation of thermoplastic, flexible,
ers, and Cleaners Used for Joining Thermoplastic Pipe and
pressure piping, 36 in. nominal size and smaller, for under-
Fittings
ground irrigation systems. Because there is considerable vari-
ability in end-use requirements, soil conditions, and thermo-
3. Joints and Connections
plastic piping characteristics, it is the intent of this practice to
3.1 Joints and connections shall be assembled to withstand
outline general objectives and basics of proper installation and
the design working pressure for the pipeline without leakage,
toprovidepertinentreferences,ratherthantoprescribedetailed
internal restriction or obstruction, which could reduce line
installation procedures.
capacity below design requirements.
1.2 This practice should not be used for installing thermo-
3.2 All joining materials shall be of composition that will
plasticundergroundsewer,drain,potablewater,conduit,orgas
not damage the pipe and shall be recommended for use at the
service piping.
design pressure for the pipeline. Consult the manufacturer for
1.3 The values stated in inch-pound units are to be regarded
design and installation recommendations and refer to Practice
as the standard. Values in parentheses are mathematical con-
F402.
versionstoSIthatareprovidedforinformationalpurposesonly
3.3 Whensteelorothermetallicjoiningmaterials,subjectto
and are not considered standard.
corrosion, are used in the line, they shall be adequately
1.4 This standard does not purport to address all of the
protected by wrapping or coating with high quality corrosion
safety problems, if any, associated with its use. It is the
preventatives. Wrapping or coatings that are applied on metal-
responsibility of the user of this standard to establish appro-
lic surfaces should not be applied on plastic pipes and fittings
priate safety and health practices and determine the applica-
unless it is first established by consulting the piping manufac-
bility of regulatory limitations prior to use.
turer that they have no detrimental effect on the plastic.
2. Referenced Documents 3.4 Joining specifications are listed under X1.1.3.
3.5 Manufacturers of joining materials should be consulted
2.1 ASTM Standards:
for specific assembly instructions not covered by existing
D2487 Practice for Classification of Soils for Engineering
specifications. When requesting information, the intended ser-
Purposes (Unified Soil Classification System)
vice application should be defined.
4. Trench Preparation
This practice is under the jurisdiction of ASTM Committee F17 on Plastic
4.1 Trench Depth—Instablegranularsoils,whichtendtobe
Piping Systems and is the direct responsibility of Subcommittee F17.61 on Water.
relatively smooth and free of all rocks and debris larger than ⁄2
Current edition approved Aug. 10, 2003. Published September 2003. Originally
in. (13 mm) in sizes, excavation may proceed directly to final
approved in 1980. Last previous edition approved in 1994 as F690 – 84 (1994).
DOI: 10.1520/F0690-86R03E02.
grade.Where rocks of other protrusions are encountered which
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
may cause point loading on the pipe, the trench bottom should
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
be overexcavated to permit installation of proper bedding (see
Standards volume information, refer to the standard’s Document Summary page on
the ASTM website. Section 5).
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.
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F690–86 (2003)
4.2 Trench Width—The width of the trench at any point vary with type of pipe, type of backfill, soil conditions, and
below the top of the pipe should be established with attention installation procedures. Consult the manufacturer for informa-
given to these considerations: tion on product response to expected maximum earth loading.
4.2.1 The wider the trench at the top of the pipe, the greater 4.6.3 The trench depth shall be sufficient to ensure place-
theearthloadimposedonthepipeuntiltheprismloadhasbeen ment of the top of the pipe at least 10 in. (250 mm) below the
achieved. known frost line. When conditions and design requirements
4.2.2 Trench width should allow sufficient and safe working prevent satisfaction of this requirement, system design and
room for proper alignment and assembly of the joints. Gener- installation must ensure proper drainage in the low portions of
ally,atrenchwidthatthetopofthepipeofabout2ft(600mm) the line.
wider than the pipe diameter is adequate. However, for pipe
with an 18-in. (457-mm) diameter and larger in a vertical- 5. Pipe Assembly and Installation
walled trench, a clearance of 3 ft (1 m) wider than the nominal
5.1 Preparation of Joints—Joint assembly shall be done in
pipesizemaybeneeded.Forslopedtrenches,aminimumofan
accordance with specifications listed under 2.1.3.
18-in. (457-mm) greater trench bottom width than the pipe
5.2 If the pipe is to be assembled above ground, it should be
diameter allows sufficient width. If a wider trench becomes
lowered into the trench, taking care not to drop it or damage it
necessary, the enlargement should be restricted as much as
against the trench walls, nor to subject it or its joints to
possible to only that section above the top of the pipe.
treatment, such as, dragging or excessive bending which could
4.2.3 Trench width should allow adequate room for snaking
be injurious to the piping. With elastomeric seal joints, take
when recommended by the manufacturer or as may be required
care to avoid joint displacement and pull out.Allow heat-fused
to accommodate thermal expansion or contraction.
joints to cool or solvent-cemented joints to cure for the
4.2.4 Narrower trench widths may be utilized by joining the
minimum prescribed time before moving the pipe. While
pipe above ground and lowering it into the trench, provided
moving larger diameter pipe lines, care should be taken to
enough room is available in the trench for proper haunching.
avoid excessive stressing of the joints.
Precautions outlined in 5.2 shall be followed.
5.3 Ensure that elastomeric seal joints are not installed so
4.3 Trench Depth—The trench depth shall be established
they remain excessively deflected. Consult the pipe manufac-
with consideration given to requirements imposed by founda-
turer for maximum permissible joint deflection limits.
tion, bedding, pipe size, and cover.
5.4 Changes in the grade and line of direction of the pipe
4.4 Foundation—An adequate and stable foundation should
shallbelimitedandshallbegradualenoughsothatthebending
be present, or provided, for proper support at the total trench
of the pipe will develop neither excessive diametrical expan-
load.
sion nor excessive bending stresses.At no time should the pipe
4.4.1 Foundation preparation is not necessary when smooth
be blocked or braced to hold a bend. Excess curvature can
stable trench bottoms are encountered.
create stresses which could induce pipe failure under pressure.
4.4.2 Foundation preparation is necessary when unstable
Consult the pipe manufacturer for recommended minimum
trench bottom conditions are encountered.The designer should
pipe bending radius.
specify the stabilizing method and materials which will satis-
5.5 When installing pipe with elastomeric seal, flanged
factorily stabilize the encountered condition and provide ad-
joints, or with any connector which protrudes beyond the pipe
equate and permanent support.
diameter, bell holes should be excavated in the bedding
4.5 Bedding—The bedding material should consist of
material or trench bottom to permit the pipe to be continuously
gravel, sand, silty sand, silty gravel, or clayey sand in granular
supported. After pipe assembly and placement in the trench,
form and having a maximum particle size of ⁄4 in. (19 mm).
each bell hole should be filled with bedding material and
4.5.1 Bedding shall be provided whenever rock, hard pan,
compactedifnecessarytoattainthesamegeneraldensityasthe
boulders, or other materials that might damage the pipe are
rest of the bedding.
encountered in the trench bottom at the established pipe grade.
5.6 It is advisable to permit newly installed pipe to cool to
4.5.2 When bedding is used, it shall be kept as nearly
approximately ground temperature prior to backfilling. This
uniform in depth as possible to minimize differential settle-
will minimize the development of contraction stresses on the
ment.
joints and, in the case of solvent-cemented connections, it will
4.6 Minimum Earth Cover—Protection from traffic loading
prevent the possibility of joint separation due to contraction
or frost penetration, or both should be considered when
forces acting on an incompletely cured bond. Typically, pipe
establishing minimum earth cover requirements.
willcooladequatelysoonafterbeingplacedonashaded-trench
4.6.1 For installations exposed to normal farm vehicle
bottom.
traffic, the minimum total cover should not be less than:
5.7 Where differential settlement could create concentrated
Pipe1to2 ⁄2 in. in diameter: 18 in. (450 mm)
loading on a pipe or joint, for example, at a point of connection
Pipe 3 to 4 in. in diameter: 24 in. (600 mm)
of a buried pipe to a rigid structure, such as a manhole,
Pipe 5 in. and larger in diameter: 30 in. (750 mm)
Pipe 5 to 18 in. in diameter: 30 in. (750 mm)
manufacturer’s recommendations should be followed to pre-
Pipe 18 in. and larger in diameter: 36 in. (900 mm)
vent,ortoproperlyrelieve,damagingandshearingforces.One
4.6.2 The pipe line should be installed at sufficient depths to technique is to use extra care when compacting the foundation
provide protection from traffic crossing, farming operations, and bedding under a rigid structure. Other techniques might
and soil cracking. Load-bearing capabilities of installed pipe include construction of a supporting structure underneath the
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F690–86 (2003)
joint and the pipe of about three diameters in cross section or 6.3.3 The thrust block cavity should be hand dug into
the utilization of a flexible joint. undisturbed soil and framed with soil or wood to hold freshly
poured concrete. The earth-bearing surfaces should be undis-
5.8 Special Installation—With certain pipes and in some
soil conditions it is possible to install long lengths of pipe by turbed.
the plowing-in technique. Consult the manufacturer for recom-
6.3.4 Before pressurizing the line, ensure that adequate time
mendations.
is allowed for the concrete thrust blocks to set.
6. Thrust Blocking
7. Line Charging and Testing
6.1 When installing piping systems that include joints that
7.1 If possible, the pipeline should be thoroughly inspected
are not self restraining (for example, elastomeric seal type)
and tested for leaks before backfilling. When so testing, it is
thrust blocking may be necessary at certain points in the
advisable to anchor the pipe by placing haunching and initial
system, such as changes in direction, in order to prevent
backfill up to about 6 in. (150 mm) over the pipe, taking care
possible disengagement of the fitting from the pipe.
to leave all joints and fittings exposed for inspection.
6.2 Thrust blocking is required where line shift or joint
7.2 Line Charging:
separation at system operating pressure can be anticipated, that
7.2.1 Before filling and proceeding to test, sufficient time
is, pump discharge, directional changes, reducers, and dead
should be allowed for solvent-cemented joints to cure or
ends. Thrust blocking is essential to the proper performance of
heat-fused joints to cool.
high pressure irrigation piping when the system includes
7.2.2 Withvalvesatendsandhighpointsopen,thepipelines
non-self-restraining joints. (See Fig. 1.)
should be slowly filled with water, limiting the flow velocity to
6.3 Thrust Block Construction:
1 ft/s (0.3 m/s) to prevent surge, or water hammer, and air
6.3.1 The thrust block should be constructed of concrete
entrapment.
having a compression strength of 2000 psi (14 MPa) or more.
7.2.3 Ensure that all entrapped air is released from the line
Wood blocking, or stone blocking with wood wedges, are not
while filling. The system should include appropriate air and
acceptable.
vacuum relief valves for proper function during operation after
6.3.2 The thrust block acts as an anchor between pipe or
installation.
fitting and the solid trench wall. The size of the thrust block
should be adequate to prevent pipe movement at the point of 7.2.4 The pipeline should be filled but not pressurized until
thrust. Consult the system designer. the engineer is ready to witness or conduct the pressure test.
FIG. 1 Types of Thrust Blocking
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F690–86 (2003)
7.3 Inspection and Repairs—The line should be pressurized conditions, present problems in proper placement and compac-
to 125 % of the system’s design operating pressure, for the tion. Their use, therefore, requires greater care.
time necessary to check all joints but not to exceed 1 h. While
8.1.1 Haunching and initial backfill materials should consist
under pressure, inspect all joints for leaks. Any leaks found 3
of stable soil free of rocks, stones, or hard clods greater than ⁄4
should be repaired, and the line recharged and retested.
in. (19 mm) in diameter.
8.1.2 Initially, sufficient material should be carefully
8. Backfilling Procedures
workedunderthehaunchesofthepipetoprovideadequateand
8.1 Haunching and Initial Backfill—This practice covers
continuous support throughout the entire pipe length. Pipe
those thermoplastic piping products which may be deflected
movement should be avoided during this placement.
considerably, without structural damage. The flexibility of the
8.1.3 Initial backfill should be placed in two stages: the first
pipe enables it to utilize the passive resistance of the soil
...