ASTM F1759-97(2018)
(Practice)Standard Practice for Design of High-Density Polyethylene (HDPE) Manholes for Subsurface Applications
Standard Practice for Design of High-Density Polyethylene (HDPE) Manholes for Subsurface Applications
SIGNIFICANCE AND USE
4.1 Uses—The requirements of this practice are intended to provide manholes suitable for installation in pipeline or conduit trenches, landfill perimeters, and landfills with limited settlement characteristics. Direct installation in sanitary landfills or other fills subject to large (in excess of 10 %) soil settlements may require special designs outside the scope of this practice.
4.1.1 Manholes are assumed to be subject to gravity flow only.
4.2 Design Assumption—The design methodology in this practice applies only to manholes that are installed in backfill consisting of Class I, Class II, or Class III material as defined in Practice D2321, which has been compacted to a minimum of 90 % standard proctor density. The designs are based on the backfill extending at least 3.5 ft (1 m) from the perimeter of the manhole for the full height of the manhole and extending laterally to undisturbed in situ soil. Manholes are assumed placed on a stable base consisting of at least 12 in. (30.5 cm) of Class I material compacted to at least 95 % standard proctor density or a concrete slab. The foundation soils under the base must provide adequate bearing strength to carry downdrag loads.
4.2.1 Manholes installed in sanitary landfills or other fills experiencing large settlements may require special designs beyond the scope of this practice. The designer should evaluate each specific site to determine the suitability for use of HDPE manholes and the designer should prepare a written specification for installation, which is beyond the scope of this practice.
SCOPE
1.1 This practice covers general and basic procedures related to the design of manholes and components manufactured from high-density polyethylene (HDPE) for use in subsurface applications and applies to personnel access structures. The practice covers the material, the structural design requirements of the manhole barrel (also called vertical riser or shaft), floor (bottom), and top, and joints between shaft sections.
1.2 This practice offers the minimum requirements for the proper design of an HDPE manhole. Due to the variability in manhole height, diameter, and the soil, each manhole must be designed and detailed individually. When properly used and implemented, this practice can help ensure a safe and reliable structure for the industry.
1.3 Disclaimer—The reader is cautioned that independent professional judgment must be exercised when data or recommendations set forth in this practice are applied. The publication of the material contained herein is not intended as a representation or warranty on the part of ASTM that this information is suitable for general or particular use, or freedom from infringement of any patent or patents. Anyone making use of this information assumes all liability arising from such use. The design of structures is within the scope of expertise of a licensed architect, structural engineer, or other licensed professional for the application of principles to a particular structure.
1.4 The values stated in inch-pound units are to be regarded as the standard. The SI units given in parentheses are provided for information only.
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: F1759 − 97 (Reapproved 2018) An American National Standard
Standard Practice for
Design of High-Density Polyethylene (HDPE) Manholes for
Subsurface Applications
This standard is issued under the fixed designation F1759; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope ization established in the Decision on Principles for the
Development of International Standards, Guides and Recom-
1.1 This practice covers general and basic procedures re-
mendations issued by the World Trade Organization Technical
lated to the design of manholes and components manufactured
Barriers to Trade (TBT) Committee.
from high-density polyethylene (HDPE) for use in subsurface
applications and applies to personnel access structures. The
2. Referenced Documents
practice covers the material, the structural design requirements
2.1 ASTM Standards:
of the manhole barrel (also called vertical riser or shaft), floor
D653 Terminology Relating to Soil, Rock, and Contained
(bottom), and top, and joints between shaft sections.
Fluids
1.2 This practice offers the minimum requirements for the
D1600 Terminology forAbbreviatedTerms Relating to Plas-
proper design of an HDPE manhole. Due to the variability in
tics
manhole height, diameter, and the soil, each manhole must be
D2321 PracticeforUndergroundInstallationofThermoplas-
designed and detailed individually. When properly used and
tic Pipe for Sewers and Other Gravity-Flow Applications
implemented, this practice can help ensure a safe and reliable
D2657 Practice for Heat Fusion Joining of Polyolefin Pipe
structure for the industry.
and Fittings
1.3 Disclaimer—The reader is cautioned that independent D2837 Test Method for Obtaining Hydrostatic Design Basis
professional judgment must be exercised when data or recom-
forThermoplasticPipeMaterialsorPressureDesignBasis
mendations set forth in this practice are applied. The publica- for Thermoplastic Pipe Products
tion of the material contained herein is not intended as a
D3035 SpecificationforPolyethylene(PE)PlasticPipe(DR-
representation or warranty on the part of ASTM that this PR) Based on Controlled Outside Diameter
information is suitable for general or particular use, or freedom
D3212 Specification for Joints for Drain and Sewer Plastic
frominfringementofanypatentorpatents.Anyonemakinguse
Pipes Using Flexible Elastomeric Seals
of this information assumes all liability arising from such use. D3350 Specification for Polyethylene Plastics Pipe and Fit-
The design of structures is within the scope of expertise of a
tings Materials
licensed architect, structural engineer, or other licensed profes- F412 Terminology Relating to Plastic Piping Systems
sional for the application of principles to a particular structure.
F477 Specification for Elastomeric Seals (Gaskets) for Join-
ing Plastic Pipe
1.4 The values stated in inch-pound units are to be regarded
F714 Specification for Polyethylene (PE) Plastic Pipe (DR-
as the standard. The SI units given in parentheses are provided
PR) Based on Outside Diameter
for information only.
F894 Specification for Polyethylene (PE) Large Diameter
1.5 This standard does not purport to address all of the
Profile Wall Sewer and Drain Pipe
safety concerns, if any, associated with its use. It is the
responsibility of the user of this standard to establish appro-
3. Terminology
priate safety, health, and environmental practices and deter-
3.1 Definitions:
mine the applicability of regulatory limitations prior to use.
3.1.1 Definitionsusedinthispracticeareinaccordancewith
1.6 This international standard was developed in accor-
Terminology F412 and Terminology D1600 unless otherwise
dance with internationally recognized principles on standard-
indicated.
3.2 Definitions of Terms Specific to This Standard:
This practice is under the jurisdiction of ASTM Committee F17 on Plastic
Piping Systems and is the direct responsibility of Subcommittee F17.26 on Olefin
Based Pipe. For referenced ASTM standards, visit the ASTM website, www.astm.org, or
Current edition approved Feb. 1, 2018. Published March 2018. Originally contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
approved in 1997. Last previous edition approved in 2010 as F1759 – 97 (2010). Standards volume information, refer to the standard’s Document Summary page on
DOI: 10.1520/F1759-97R18. the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
F1759 − 97 (2018)
3.2.1 anchor connection ring—an HDPE ring attached to
the manhole riser on which to place an antiflotation device,
such as a concrete anchor ring.
3.2.2 arching—mobilization of internal shear resistance
within a soil mass that results in a change in soil pressure
acting on an underground structure.
3.2.3 benching—the internal floor of a manhole when it is
elevated above the manhole invert, usually provided as a place
for personnel to stand.
3.2.4 closed profile—a manhole barrel construction that
presents an essentially smooth internal surface braced with
projections or ribs, which are joined by an essentially smooth
outer wall. Solid wall construction is considered a special case
of the closed profile.
3.2.5 downdrag—downward shear force acting on the
shaft’s external surface and resulting from settlement of the
manhole backfill.
3.2.6 extrusion welding—a joining technique that is accom-
plished by extruding a molten polyethylene bead between two
prepared surface ends.
3.2.7 floor—the lowest internal surface of the manhole. The
floor and bottom are often the same.
3.2.8 inlet/outlet—pipe (conduit) passing through the wall
of the manhole.
FIG. 1 Manhole Terminology
3.2.9 invert—the flow channel in the floor of a manhole.
This may consist of the lower half of a pipe, thus the name
“invert”.
4.2 Design Assumption—The design methodology in this
3.2.10 manhole—an underground service access structure,
practice applies only to manholes that are installed in backfill
which can access pipelines, conduits, or subsurface equipment.
consisting of Class I, Class II, or Class III material as defined
3.2.11 manhole bottom—the lowest external surface of the inPracticeD2321,whichhasbeencompactedtoaminimumof
manhole. 90 % standard proctor density. The designs are based on the
backfillextendingatleast3.5ft(1m)fromtheperimeterofthe
3.2.12 manhole cone—the top portion of the manhole
manhole for the full height of the manhole and extending
through which entrance to the manhole is made and where the
laterally to undisturbed in situ soil. Manholes are assumed
diameter may increase from the entrance way to the larger
placed on a stable base consisting of at least 12 in. (30.5 cm)
manhole barrel. Sometimes referred to as the manway reducer.
of Class I material compacted to at least 95 % standard proctor
3.2.13 open profile—a manhole barrel construction that
density or a concrete slab. The foundation soils under the base
presents an essentially smooth internal surface with a ribbed or
must provide adequate bearing strength to carry downdrag
corrugated external surface. Open profile barrel constructions
loads.
are normally not used for manholes.
4.2.1 Manholes installed in sanitary landfills or other fills
3.2.14 performance limits—mechanisms by which the func-
experiencing large settlements may require special designs
tion of a structure may become impaired.
beyondthescopeofthispractice.Thedesignershouldevaluate
each specific site to determine the suitability for use of HDPE
3.2.15 riser—the vertical barrel or “shaft” section of a
manholes and the designer should prepare a written specifica-
manhole.
tion for installation, which is beyond the scope of this practice.
3.3 See Fig. 1 for illustration of manhole terminology.
5. Materials
4. Significance and Use
5.1 HDPE Material—Manhole components, such as the
4.1 Uses—The requirements of this practice are intended to
riser,base,andanchorconnectionring,shallbemadeofHDPE
providemanholessuitableforinstallationinpipelineorconduit
plastic compound having a cell classification of 334433C or
trenches, landfill perimeters, and landfills with limited settle-
higher, in accordance with Specification D3350.
ment characteristics. Direct installation in sanitary landfills or
NOTE 1—Materials for use in manholes may be subjected to significant
other fills subject to large (in excess of 10 %) soil settlements
tensile and compressive stresses. The material must have a proven
may require special designs outside the scope of this practice.
capacity for sustaining long-term stresses. There are no existing ASTM
4.1.1 Manholes are assumed to be subject to gravity flow
standardsthatestablishsuchastressratingexceptforTestMethodD2837.
only. Work is currently in progress to develop an alternate method for stress
F1759 − 97 (2018)
rating materials and when completed, this standard will be altered
accordingly.
5.2 Other Material—Manholecomponents,suchastopsand
lids,maybefabricatedfrommaterialsotherthanHDPEaslong
as agreed to by the user and manufacturer.
6. Subsurface Loading on Manhole Riser
6.1 Performance Limits—The manhole riser’s performance
limits include ring deflection, ring (hoop) and axial stress (or
strain), and ring and axial buckling. Radially directed loads
acting on a manhole cause ring deformation and ring bending
stresses.Theradialloadvariesalongthelengthofthemanhole.
See Fig. 2. In addition to radial stresses, considerable axial
stress may exist in the manhole wall as a result of “downdrag”.
FIG. 3 Downdrag Force Acting on Manhole (Assumed for De-
Downdrag occurs as the backfill soil surrounding the manhole
sign)
consolidates and settles. Axial load is induced through the
frictional resistance of the manhole to the backfill settlement.
P 5 1.21 K γH (1)
See Fig. 3. The manhole must also be checked for axial R A
compressive stress and axial buckling due to downdrag forces.
where:
6.2 Earth Pressure Acting on Manhole Riser:
P = applied radial pressure, psf (KPa),
R
3 3
6.2.1 Radial Pressure—Radial pressure along the length of
γ = soil unit weight, lbs/ft (kN/m ),
H = weight of fill, ft (m), and
the manhole riser may be calculated using finite element
K = active earth pressure coefficient as given by Eq 2.
methods, field measurements, or other suitable means. See
A
Hossain and Lytton (1). In lieu of the preceding, the active
φ
K 5 tan 45 2 (2)
S D
earth pressure modified for uneven soil compaction around the A
perimeter of the riser can be used.
where:
NOTE 2—Use of the active pressure is based on measurements taken by
φ = angle of internal friction of manhole embedment
Gartung et al. (2) and on the ability of the material placed around the
material, °.
manhole to accept tangential stresses and thus relieve some of the lateral
pressure. It may actually understate the load on the manhole, however this
6.2.2 Downdrag (Axial Shear Stress)—The settlement of
appears to be offset by the stress relaxation that occurs in the HDPE
backfill material surrounding a manhole riser develops a shear
manhole as shown by Hossain (3). Stress relaxation permits mobilization
stress between the manhole and the fill, which acts as “down-
of horizontal arching, thus the active earth pressure can be assumed for
design purposes. drag” along the outside of the manhole. The settling process
begins with the first lift of fill placed around the manhole and
6.2.1.1 If the active earth pressure is modified to take into
continues until all the fill is placed and consolidated. As fill is
accountunevencompactionaroundtheperimeterofthepipeas
placed around a manhole, the axial force coupled into the
described by Steinfeld and Partner (4), the radially directed
manhole by downdrag shear will increase until it equals the
design pressure is given by Eq 1.
frictional force between the soil and manhole. When this limit
is reached, slippage of the fill immediately adjacent to the
The boldface numbers given in parentheses refer to a list of references at the
manhole occurs. This limits the axial force to the value of the
end of the text.
frictional force.
6.2.2.1 Downdrag loads can be calculated using finite ele-
ment methods, field measurements, or other procedures. In lieu
of these, the following method may be used.The average shear
stress is given by Eq 3, for an active earth pressure distribution
as shown in Fig. 2.
P 1P
R1 R2
T 5 µ (3)
F G
A
where:
T = average shear (frictional) stress, psf (kPa),
A
P = radial earth pressure at top of manhole, psf (kPa),
R1
P = radial earth pressure at bottom of manhole, psf (kPa),
R2
and
µ = coefficient of friction between manhole and soil.
6.2.2.2 The coefficient of friction between an HDPE man-
hole with an essentially smooth outer surface and a granular or
FIG. 2 Radial Pressure Acting on Manhole (Assumed Distribu-
tion for Design) granular-cohesive soil can be taken as 0.4. See Swan et al. (5)
F1759 − 97 (2018)
and Martin et al. (6). In some applications the coefficient of where:
friction may be reduced by coating the exterior of the manhole
P ' = applied radial pressure, psf (kPa),
R
with bentonite or some other lubricant.
K = active earth pressure coefficient,
A
H = height of fill, ft (m),
NOTE 3—The use of external stiffeners or open profiles to stiffen the
γ = unit weight of water, pcf (kN/m ), and
W
riser greatly increases the downdrag load due to their impeding the
γ = unit weight of saturated soil, pcf (kN/m ).
S
settlement of soil beside the manhole. This has the effect of increasing the
6.3.3 Where partial saturation of the soil exists, that is
average shear stress in Eq 3. Where open profiles are used, the coefficient
of friction may equal or exceed 1.0.
where the groundwater level is below the ground surface but
above the manhole invert, the radial pressure can be found by
6.2.2.3 The downdrag creates an axial-directed load (down-
combining the pressure due to the soil above the groundwater
drag load) in the manhole wall that increases with depth. The
levelandthepressuregiveninEq5duetothegroundwaterand
axial force developed on the manhole can be found by
the submerged soil. In this case, H' as given in Eq 6 should be
integrating the shear stress (or frictional stress) between the
substituted for H in Eq 5. See Appendix X2.
manhole and soil over the height of the fill. This integrati
...
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