ASTM D5780-18

Standard Test Methods for Individual Piles in Permafrost Under Static Axial Compressive Load

SIGNIFICANCE AND USE
4.1 This test method will provide a relationship between time to failure, creep rate, and displacement to failure for specific failure loads at specific test temperatures as well as a relationship between creep rate and applied load at specific test temperatures for loads less than failure loads.  
4.2 Pile design for specific soil temperatures may be controlled by either limiting long-term stress to below long-term strength or by limiting allowable settlement over the design life of the structure. It is the purpose of this test method to provide the basic information from which the limiting strength or long-term settlement may be evaluated by geotechnical engineers.  
4.3 Data derived from pile tests at specific ground temperatures that differ from the design temperatures must be corrected to the design temperature by the use of data from additional pile tests, laboratory soil strength tests, or published correlations, if applicable, to provide a suitable means of correction.  
4.4 For driven piles or grouted piles, failure will occur at the pile/soil interface. For slurry piles, failure can occur at either the pile/slurry interface or the slurry/soil interface, depending on the strength and deformation properties of the slurry material and the adfreeze bond strength. Location of the failure surface must be taken into account in the design of the test program and in the interpretation of the test results. Dynamic loads must be evaluated separately.
Note 1: The quality of the results produced by application of this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a me...
SCOPE
1.1 The test methods described in this standard measure the axial deflection of a vertical or inclined deep foundation when loaded in static axial compression. These methods apply to all deep foundations, referred to herein as piles, that function in a manner similar to driven piles or cast-in-place piles, regardless of their method of installation, and may be used for testing single piles or pile groups. The test results may not represent the long-term performance of a deep foundation.  
1.2 This standard provides minimum requirements for testing deep foundations under static axial compressive load. Plans, specifications, and/or provisions prepared by a qualified engineer may provide additional requirements and procedures as needed to satisfy the objectives of a particular test program. The engineer in responsible charge of the foundation design, referred to herein as the Engineer, shall approve any deviations, deletions, or additions to the requirements of this standard.  
1.3 This standard allows the following test procedures:    
Procedure A  
Quick Test  
8.1.2  
Procedure B  
Maintained Test (Optional)  
8.1.3  
Procedure C  
Loading in Excess of Maintained Test (Optional)  
8.1.4  
Procedure D  
Constant Time Interval Test (Optional)  
8.1.5  
Procedure E  
Constant Rate of Penetration Test (Optional)  
8.1.6  
Procedure F  
Constant Movement Increment Test (Optional)  
8.1.7  
Procedure G  
Cyclic Loading Test (Optional)  
8.1.8  
1.4 Apparatus and procedures herein designated “optional” may produce different test results and may be used only when approved by the Engineer. The word “shall” indicates a mandatory provision, and the word “should” indicates a recommended or advisory provision. Imperative sentences indicate mandatory provisions.  
1.5 A qualified geotechnical engineer should interpret the test results obtained from the procedures of this standard so as to predict the a...

General Information

• Status: Published
• Publication Date: 14-Nov-2018
• ICS: 93.020 - Earthworks. Excavations. Foundation construction. Underground works
• Technical Committee: D18 - Soil and Rock
• Drafting Committee: D18.19 - Frozen Soils and Rock

Relations

• Replaces: ASTM D5780-10 - Standard Test Method for Individual Piles in Permafrost Under Static Axial Compressive Load
• Effective Date: 15-Nov-2018
• Refers: ASTM D3740-23 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-Nov-2023
• Refers: ASTM D3740-19 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-Oct-2019
• Refers: ASTM D7099-04(2018) - Standard Terminology Relating to Frozen Soil and Rock
• Effective Date: 01-Jul-2018
• Refers: ASTM D653-14 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Aug-2014
• Refers: ASTM D3740-12a - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-May-2012
• Refers: ASTM D3740-12 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-Mar-2012
• Refers: ASTM D3740-11 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-Sep-2011
• Refers: ASTM D653-11 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Sep-2011
• Refers: ASTM D3740-10 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-Mar-2010
• Refers: ASTM D7099-04(2010) - Standard Terminology Relating to Frozen Soil and Rock
• Effective Date: 15-Feb-2010
• Refers: ASTM D653-09 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Jan-2009
• Refers: ASTM D653-08a - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Dec-2008
• Refers: ASTM D653-08 - Standard Terminology Relating to Soil, Rock, and Contained Fluids
• Effective Date: 01-Nov-2008
• Refers: ASTM D3740-08 - Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction
• Effective Date: 01-Mar-2008

Overview

ASTM D5780-18 sets forth the Standard Test Methods for Individual Piles in Permafrost Under Static Axial Compressive Load. Developed by ASTM International, this standard provides comprehensive procedures for evaluating the performance of deep foundation piles installed in permafrost regions. Specifically, ASTM D5780-18 outlines the measurement of axial displacement under static axial compressive loads for both single piles and pile groups, regardless of installation technique. The standard is a crucial reference for civil and geotechnical engineers involved in foundation engineering for cold region infrastructure.

Key Topics

• Testing Methods: The standard describes several test procedures, including Quick Test, Maintained Test, Constant Time Interval Test, Constant Rate of Penetration Test, and Cyclic Loading Test. Each method is designed to assess pile behavior under different load applications.
• Significance and Use: ASTM D5780-18 provides vital relationships between time to failure, creep rate, displacement, and the applied load at specific test temperatures, enabling reliable assessment of long-term strength and settlement performance.
• Temperature Considerations: Because permafrost conditions are variable, the standard emphasizes measuring and correcting results for ground temperatures that differ from design expectations. This ensures accurate pile performance predictions.
• Failure Assessment: The standard accounts for different failure mechanisms based on pile type-failure may occur at the pile/soil, pile/slurry, or slurry/soil interface. Recognizing the mode of failure is critical to proper test design and data interpretation.
• Qualified Personnel and Equipment: Testing agencies are expected to meet recognized competency standards (such as ASTM D3740) to ensure high-quality, reliable test results. All deviations or optional procedures must be approved by a qualified engineer.

Applications

• Foundation Design in Permafrost: The methods outlined in ASTM D5780-18 are essential for the safe and effective design of deep foundations supporting buildings, bridges, pipelines, communications towers, and other critical infrastructure in cold regions.
• Limiting Settlement and Stress: Test data support the evaluation of design criteria related to allowable long-term pile settlement and the limitation of stresses below the long-term strength of permafrost soils.
• Performance Prediction: The standard enables geotechnical engineers to interpret creep rates and displacement trends, assisting in estimating the serviceability and safety margins of pile-supported structures.
• Quality Control: Routine use of these test methods during construction ensures piles meet design specifications and function as intended throughout the lifecycle of the structure.
• Research and Development: The standard supports innovation in pile materials and installation methods by providing a benchmark for measurable performance under cold climate conditions.

Related Standards

• ASTM D653: Terminology Relating to Soil, Rock, and Contained Fluids
• ASTM D3740: Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock
• ASTM D5882: Test Method for Low Strain Impact Integrity Testing of Deep Foundations
• ASTM D6026: Practice for Using Significant Digits in Geotechnical Data
• ASTM D7099: Terminology Relating to Frozen Soil and Rock
• ANSI/ASME B30.1: Safety Code for Jacks

Practical Value

Implementing ASTM D5780-18 helps ensure that deep foundations in permafrost zones are reliable, durable, and safe, reducing the risks associated with thaw-induced settlement or pile failure. By providing standardized test procedures and interpretation guidelines, this standard facilitates informed engineering decisions, supports regulatory compliance, and protects infrastructure investments in cold and arctic regions.

For engineers seeking best practices in pile testing in permafrost, static axial load testing, and permafrost foundation assessment, ASTM D5780-18 remains a definitive and trusted reference.

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: D5780 − 18
Standard Test Methods for
Individual Piles in Permafrost Under Static Axial
Compressive Load
This standard is issued under the fixed designation D5780; 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.
INTRODUCTION
Thesetestmethodshavebeenpreparedtocovermethodsofaxialloadtestingofpilesinpermafrost.
The provisions permit the introduction of more detailed requirements and procedures when required
to satisfy the objectives of the test program. The procedures herein produce a relationship between
applied load and pile settlement for conditions of ground temperature at the time of test. The results
may be interpreted to establish long-term load capacity of piles in permafrost.
1. Scope
Procedure A Quick Test 8.1.2
Procedure B Maintained Test 8.1.3
1.1 The test methods described in this standard measure the (Optional)
Procedure C Loading in Excess of 8.1.4
axial deflection of a vertical or inclined deep foundation when
Maintained Test
loaded in static axial compression. These methods apply to all
(Optional)
Procedure D Constant Time Interval 8.1.5
deep foundations, referred to herein as piles, that function in a
Test (Optional)
manner similar to driven piles or cast-in-place piles, regardless
Procedure E Constant Rate of 8.1.6
of their method of installation, and may be used for testing Penetration Test
(Optional)
single piles or pile groups. The test results may not represent
Procedure F Constant Movement 8.1.7
the long-term performance of a deep foundation.
Increment Test
(Optional)
1.2 This standard provides minimum requirements for test- Procedure G Cyclic Loading Test 8.1.8
(Optional)
ing deep foundations under static axial compressive load.
Plans, specifications, and/or provisions prepared by a qualified
1.4 Apparatus and procedures herein designated “optional”
engineer may provide additional requirements and procedures may produce different test results and may be used only when
approved by the Engineer. The word “shall” indicates a
as needed to satisfy the objectives of a particular test program.
mandatory provision, and the word “should” indicates a
The engineer in responsible charge of the foundation design,
recommended or advisory provision. Imperative sentences
referred to herein as the Engineer, shall approve any
indicate mandatory provisions.
deviations, deletions, or additions to the requirements of this
standard.
1.5 A qualified geotechnical engineer should interpret the
test results obtained from the procedures of this standard so as
1.3 This standard allows the following test procedures:
topredicttheactualperformanceandadequacyofpilesusedin
the constructed foundation. See Appendix X1 for comments
regarding some of the factors influencing the interpretation of
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
test results.
Rock and is the direct responsibility of Subcommittee D18.19 on Frozen Soils and
Rock.
1.6 A qualified engineer shall design and approve all load-
Current edition approved Nov. 15, 2018. Published December 2018. Originally
ing apparatus, loaded members, support frames, and test
approved in 1995. Last previous edition approved in 2010 as D5780 – 10. DOI:
10.1520/D5780_D5780M-18. procedures. The text of this standard references notes and
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D5780 − 18
footnotes which provide explanatory material.These notes and 3. Terminology
footnotes (excluding those in tables and figures) shall not be
3.1 Definitions:
considered as requirements of the standard. This standard also
3.1.1 For definitions of terms relating to soil and rock
includes illustrations and appendixes intended only for ex-
mechanics refer to Terminology D653.
planatory or advisory use.
3.1.2 Fordefinitionsfortermsrelatedtofrozengroundrefer
1.7 Units—The values stated in either SI units or inch-
to Terminology D7099.
pound units are to be regarded separately as standard. The
3.2 Definitions of Terms Specific to This Standard:
values stated in each system may not be exact equivalents;
3.2.1 adfreeze bond strength, n—the strength of the bond
therefore,eachsystemshallbeusedindependentlyoftheother.
developed between frozen soil and the surface of the pile.
Combining values from the two systems may result in non-
conformance with the standard.
3.2.2 base load, n—a load equivalent to the design load
adjusted for test pile geometry and expected ground tempera-
1.8 The gravitational system of inch-pound units is used
ture.
when dealing with inch-pound units. In this system, the pound
[lbf]representsaunitofforce[weight],whiletheunitformass
3.2.3 creep load, n—that load applied to measure a rate of
isslugs.Therationalizedslugunitisnotgiven,unlessdynamic
displacement.
[F=ma] calculations are involved.
3.2.4 creep load increment, n—an incremental load applied
1.9 All observed and calculated values shall conform to the
to a pile to determine the rate of displacement at 10% of a
guidelines for significant digits and rounding established in
failure load or at 100% of a design load.
Practice D6026.
3.2.5 design active layer, n—the maximum depth of annual
1.10 The method used to specify how data are collected,
thaw anticipated surrounding the pile under design conditions.
calculated,orrecordedinthisstandardisnotdirectlyrelatedto
3.2.6 failure (in piles), n—pile displacement that is occur-
theaccuracytowhichthedatacanbeappliedindesignorother
ring at an increasing rate with time under the action of a
uses, or both. How one applies the results obtained using this
constant load, incremental pile displacement that is increasing
standard is beyond its scope.
for uniform time increments, or a creep rate which exceeds
1.11 This standard does not purport to address all of the
100% of the design creep rate when loaded to 100% of the
safety concerns, if any, associated with its use. It is the
design load.
responsibility of the user of this standard to establish appro-
3.2.7 failure load, n—that load applied to a pile to cause
priate safety, health, and environmental practices and deter-
failure to occur.
mine the applicability of regulatory limitations prior to use.
Specific precautionary statements are given in Section 9.
3.2.8 failure load increment, n—the load increment applied
1.12 This international standard was developed in accor-
to a pile that causes failure within a specified time period.
dance with internationally recognized principles on standard-
3.2.9 freezeback, n—for the purpose of this test method,
ization established in the Decision on Principles for the
freezeback shall be defined as the attainment of a subfreezing
Development of International Standards, Guides and Recom-
temperature at each ground temperature measuring point lo-
mendations issued by the World Trade Organization Technical
cated below the design active layer, which have attained
Barriers to Trade (TBT) Committee.
equilibrium with the surrounding soil.
2. Referenced Documents
3.2.10 ice-poor, n—frozen soil with a high solids concen-
tration whose behavior is characterized mainly by soil particle
2.1 ASTM Standards:
contacts.
D653Terminology Relating to Soil, Rock, and Contained
Fluids
3.2.11 ice-rich, n—frozensoilwithamoderatetolowsolids
D3740Practice for Minimum Requirements for Agencies
concentration whose behavior is characterized by ice particle
Engaged in Testing and/or Inspection of Soil and Rock as
contacts.
Used in Engineering Design and Construction
3.2.12 pile, driven, n—a pile driven into the ground with an
D5882Test Method for Low Strain Impact Integrity Testing
impact or vibratory pile hammer.
of Deep Foundations
D6026Practice for Using Significant Digits in Geotechnical
3.2.13 pile, grouted, n—a pile placed in an oversized,
Data pre-drilled hole and backfilled with a sand, cement grout.
D7099Terminology Relating to Frozen Soil and Rock
3.2.14 pile, slurried, n—a pile placed in an oversized,
2.2 ANSI Standard:
pre-drilled hole and backfilled with a soil/water slurry.
B30.1Safety Code for Jacks
3.2.15 subfreezing temperature, n—any temperature below
the actual freezing temperature of the soil water combination
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
being used.
contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM
Standards volume information, refer to the standard’s Document Summary page on
3.2.16 time to failure, n—the total time from the start of the
the ASTM website.
current test load increment to the point at which failure begins
Available fromAmerican National Standards Institute (ANSI), 25 W. 43rd St.,
4th Floor, New York, NY 10036, http://www.ansi.org. to occur.
D5780 − 18
4. Significance and Use frozengroundataminimumofthreelocationsalongthelength
ofpile;forpileslongerthan10ft[3m],itisrecommendedthat
4.1 This test method will provide a relationship between
ground temperatures be measured at 5-ft [1.5-m] depth inter-
time to failure, creep rate, and displacement to failure for
vals. Install the temperature-measuring devices in contact with
specific failure loads at specific test temperatures as well as a
the exterior pile surface; for slurry piles, installation may be as
relationshipbetweencreeprateandappliedloadatspecifictest
shown in Fig. 1; for driven piles, installation may be as shown
temperatures for loads less than failure loads.
in Fig. 2.
4.2 Pile design for specific soil temperatures may be con-
5.4 Measure ground temperatures periodically using the
trolled by either limiting long-term stress to below long-term
installed temperature-measuring devices to determine when
strengthorbylimitingallowablesettlementoverthedesignlife
freezeback occurs.
of the structure. It is the purpose of this test method to provide
the basic information from which the limiting strength or 5.5 Where freezeback of soils adjacent to the pile is aided
long-term settlement may be evaluated by geotechnical engi- bythecirculationofcoldairorliquidcoolant,discontinuesuch
neers. coolingwhenthemeasuredgroundtemperaturesbecomeequal
to the desired ground temperature for the pile test; significant
4.3 Data derived from pile tests at specific ground tempera-
overcooling shall not be permitted to occur. When freezeback
turesthatdifferfromthedesigntemperaturesmustbecorrected
of soils adjacent to the test piles is aided by a designed cooling
to the design temperature by the use of data from additional
system, such designed cooling system shall also be applied in
pile tests, laboratory soil strength tests, or published
a similar manner to all reaction piles to ensure freezeback of
correlations, if applicable, to provide a suitable means of
the reaction piles.
correction.
5.6 Isolate the surface of the test pile from the surrounding
4.4 Fordrivenpilesorgroutedpiles,failurewilloccuratthe
soil or ice over the depth of the design active layer. This may
pile/soil interface. For slurry piles, failure can occur at either
beaccomplishedbyusingasleeveorcasing.Forslurriedpiles,
the pile/slurry interface or the slurry/soil interface, depending
on the strength and deformation properties of the slurry
materialandtheadfreezebondstrength.Locationofthefailure
surface must be taken into account in the design of the test
program and in the interpretation of the test results. Dynamic
loads must be evaluated separately.
NOTE 1—The quality of the results produced by application of this
standard is dependent on the competence of the personnel performing it,
and the suitability of the equipment and facilities.Agencies that meet the
criteria of Practice D3740 are generally considered capable of competent
and objective testing/sampling/inspection/etc. Users of this standard are
cautioned that compliance with Practice D3740 does not in itself assure
reliable results. Reliable results depend on many factors; Practice D3740
provides a means of evaluating some of those factors.
5. Installation of Test Pile(s)
5.1 Install the test pile according to the procedures and
specifications used for the installation of the production piles.
NOTE 2—Because the pile behavior will be influenced by the soil type,
temperature,icecontent,andporewatersalinity,theengineermustensure
that adequate information is available for soil/ice conditions at the
construction site to determine their effect on the pile performance (that is,
test pile should be installed in the same condition as the production
piles—preferably at the same site).
5.2 The design and installation of the test pile shall address
theeffectsofendbearing,asopposedtotheshearresistanceon
the shaft of the pile. Address end bearing by measuring its
effect, eliminating its effect, or accounting for its effect
analytically. Measure end bearing by attaching a load cell to
the tip of the pile prior to installation or by attaching a series
ofstraingaugesalongthelengthofthepilepriortoinstallation.
Eliminate end bearing by attaching a compressible layer to the
tip of the pile prior to installation or by providing a void
beneath the tip of the pile.
5.3 Install thermistors or other temperature-measuring de-
vicesadjacenttothetestpiletodeterminethegroundtempera-
FIG. 1 Placement of Temperature Measuring Devices for Slurry
tureprofileadjacenttothepile.Measuregroundtemperaturein Test Pile
D5780 − 18
installation or freezeback, or both, to dissipate to a nominal
level prior to pile testing. For purposes of this test method, the
delay time corresponding to the approximate test condition
from Table 1 shall be permitted to occur prior to commencing
load application to allow for the dissipation of normal stresses
on the pile shaft as discussed above.
NOTE 4—The engineer may direct that delay times other than those
shown in Table 1 be implemented, based on other completed pile test
results, laboratory test results, or analytical results. Such other time
intervalshallallowforthedissipationofnormalstressesdevelopeddueto
pile installation or freezeback, or both, to a level of 1% or less of their
maximum value.
6. Apparatus for Applying Loads
6.1 General:
6.1.1 Theapparatusforapplyingcompressiveloadstoatest
pile or pile group shall conform to one of the methods
described in 6.3-6.6. Unless otherwise specified by the
Engineer, the apparatus for applying and measuring loads
described in this section shall be capable of safely applying at
least 120 % of the maximum anticipated test load. Use the
method described in 6.3 to apply axial loads to either vertical
or inclined piles or pile groups. Use the methods described in
6.4-6.6 to apply only vertical loads.
6.1.2 Alignthetestloadapparatuswiththelongitudinalaxis
of the pile or pile group to minimize eccentric loading. When
necessary to prevent lateral deflection and buckling along the
unsupported pile length, provide lateral braces that do not
influence the axial movement of the pile, or pile cap.
6.1.3 Each jack shall include a hemispherical bearing or
similar device to minimize lateral loading of the pile or group.
The hemispherical bearing should include a locking mecha-
nism for safe handling and setup. Center bearing plates,
FIG. 2 Potential Placement of Temperature Measuring Devices
hydraulic jack(s), load cell(s), and hemispherical bearings on
for Driven Structural-Shaped Test Pile
the test beam(s), test pile, or test pile cap.
6.1.4 Provide bearing stiffeners as needed between the
flanges of test and reaction beams. Provide steel bearing plates
a greased wrapping or other technique that will essentially
eliminate the transfer of shear forces between the pile and the as needed to spread the load from the outer perimeter of the
jack(s),orthebearingsurfaceofbeamsorboxes,tobearonthe
surrounding soil/ice in the design active layer may be used.
surface of the test pile or pile cap. Also provide steel bearing
5.7 Where feasible, excavate the immediate area of the test
plates to spread the load between the jack(s), load cells, and
pile or fill to the proposed finished grade elevation. Cut off test
hemispherical bearings, and to spread the load to the test
piles or build up to the proper grade necessary to permit
beam(s), test pile, or pile cap. Bearing plates shall extend the
construction of the load-application apparatus, placement of
full flange width of steel beams and the complete top area of
the necessary testing and instrumentation equipment, and
piles, or as specified by the Engineer, so as to provide full
observation of the instrumentation.Where necessary, brace the
bearing and distribution of the load.
unsupported length of the test pile(s) to prevent buckling
6.1.5 Unless otherwise specified, provide steel bearing
without influencing the test results.
platesthathaveatotalthicknessadequatetospreadthebearing
5.8 If the top of the pile has been damaged during
load between the outer perimeters of loaded surfaces at a
installation, remove the damaged portion prior to the test.
NOTE 3—Consideration should be given to placing insulation on the
TABLE 1 Minimum Delay Times (Days After Freezeback)
ground surface around the test pile in order to reduce the variation in
Delay Times, Days
ground temperatures with time during the testing period. Where used, Permafrost Ground Temperature,
Condition − °F (°C)
ground surface insulation should be placed all around the test pile to a
Driven Piles Slurried Piles
distance of 5 ft [1.5 m], two times the depth of thawed soil or one third of
Ice-poor above 28 (−2) 10 14
the installed pile length, whichever is greater. The effect of insulation at
23 to 28 (−2 to − 5) 5 7
the surface should be taken into account in the design of production piles,
below 23 (−5) 2 3
which could be done analytically. Ice-rich above 28 (−2) 14 20
23 to 28 (−2 to − 5) 7 10
5.9 Allow the lateral normal stresses between the pile
below 23 (−5) 5 7
surface and the surrounding soil that develop during pile
D5780 − 18
maximumangleof45°totheloadedaxis.Forcenterholejacks Attachments with an accuracy grade 1A having a permissible
and center hole load cells, also provide steel plates adequate to error 61% of the span. Pressure transducers shall have a
spread the load from their inner diameter to the their central minimum resolution less than or equal to 1% of the maximum
axis at a maximum angle of 45°, or per manufacturer recom- applied load and shall conform to ASME B40.100 with an
mendations. Bearing plates shall extend the full width of the accuracygrade1Ahavingapermissibleerror61%ofthespan.
testbeam(s)oranysteelreactionmemberssoastoprovidefull When used for control of the test, pressure transducers shall
bearing and distribution of the load. include a real-time display.
6.1.6 A qualified engineer shall design and approve all
6.2.6 If the maximum test load will exceed 900 kN [100
loading apparatus, loaded members, support frames, and load-
tons], place a properly constructed load cell or equivalent
ing procedures. The test beam(s), load platforms, and support device in series with each hydraulic jack. Unless otherwise
structures shall have sufficient size, strength, and stiffness to
specified the load cell(s) shall have a calibration to at least the
preventexcessivedeflectionandinstabilityuptothemaximum
maximum anticipated jack load performed within the six
anticipated test load.
months prior to each test or series of tests. The calibrated load
cell(s) or equivalent device(s) shall have accuracy within 1 %
NOTE 5—Rotations and lateral displacements of the test pile or pile cap
oftheappliedload,includinganeccentricloadingofupto1%
may occur during loading, especially for piles extending above the soil
applied at an eccentric distance of 25 mm [1 in.]. After
surface or through weak soils. Design and construct the support reactions
to resist any undesirable rotations or lateral displacements.
calibration, load cells shall not be subjected to impact loads.A
load cell is recommended, but not required, for lesser load. If
6.2 Hydraulic Jacks, Gauges, Transducers, and Load Cells:
not practicable to use a load cell, include embedded strain
6.2.1 The hydraulic jack(s) and their operation shall con-
gauges located in close proximity to the jack to confirm the
form to ASME B30.1 Jacks and shall have a nominal load
applied load.
capacity exceeding the maximum anticipated jack load by at
6.2.7 Do not leave the hydraulic jack pump unattended at
least 20%. The jack, pump, and any hoses, pipes, fittings,
any time during the test. Automated jacking systems shall
gauges, or transducers used to pressurize it shall be rated to a
include a clearly marked mechanical override to safely reduce
safe pressure corresponding to the nominal jack capacity.
hydraulic pressure in an emergency.
6.2.2 The hydraulic jack ram(s) shall have a travel greater
than the sum of the anticipated maximum axial movement of
6.3 Load Applied by Hydraulic Jack(s) Acting Against
the pile plus the deflection of the test beam and the elongation
Anchored Reaction Frame (see Figs. 3 and 4):
andmovementofanyanchoringsystem,butnotlessthan15%
6.3.1 Apply the test load to the pile or pile group with the
of the average pile diameter or width. Use a single high-
hydraulic jack(s) reacting against the test beam(s) centered
capacity jack when possible. When using a multiple jack
over the test pile, or pile group. Install a sufficient number of
system, provide jacks of the same make, model, and capacity,
anchor piles or suitable anchoring device(s) to provide ad-
and supply the jack pressure through a common manifold. Fit
equate reactive capacity for the test beam(s). Provide a clear
the manifold and each jack with a pressure gauge to detect
distancefromthetestpileorpilegroupofatleastfivetimesthe
malfunctions and imbalances.
maximum diameter of the largest anchor or test pile(s), but not
6.2.3 Unlessotherwisespecified,thehydraulicjack(s),pres-
less than 2.5 m [8 ft]. The Engineer may increase or decrease
sure gauge(s), and pressure transducer(s) shall have a calibra-
this minimum clear distance based on factors such as the type
tion to at least the maximum anticipated jack load performed
and depth of reaction, soil conditions, and magnitude of loads
within the six months prior to each test or series of tests.
sothatreactionforcesdonotsignificantlyeffectthetestresults.
Furnish the calibration report(s) prior to performing a test,
NOTE 6—Excessive vibrations during anchor pile installation in non-
which shall include the ambient temperature and calibrations
cohesive soils may affect test results. Anchor piles that penetrate deeper
performed for multiple ram strokes up to the maximum stroke
thanthetestpilemayaffecttestresults.Installtheanchorpilesnearestthe
of the jack.
test pile first to help reduce installation effects.
6.2.4 Each complete jacking and pressure measurement
6.3.2 Provide sufficient clearance between the bottom
system, including the hydraulic pump, should be calibrated as
flange(s) of the test beam(s) and the top of the test pile or pile
a unit when practicable. The hydraulic jack(s) shall be cali-
group to place the necessary bearing plates, hydraulic jack(s),
bratedoverthecompleterangeoframtravelforincreasingand
hemispherical bearing, and load cell(s). For test loads of high
decreasingappliedloads.Iftwoormorejacksaretobeusedto
magnituderequiringseveralanchors,asteelframeworkmaybe
apply the test load, they shall be of the same make, model, and
required to transfer the applied loads from the test beam(s) to
size,connectedtoacommonmanifoldandpressuregauge,and
the anchors.
operated by a single hydraulic pump. The calibrated jacking
6.3.3 When testing individual inclined piles, align the
system(s) shall have accuracy within 5% of the maximum
jack(s), test beam(s), and anchor piles with the inclined
appliedload.Whennotfeasibletocalibrateajackingsystemas
longitudinal axis of the test pile.
a unit, calibrate the jack, pressure gauges, and pressure
transducers separately, and each of these components shall
6.3.4 Attach the test beam(s) (or reaction framework if
have accuracy within 2% of the applied load.
used) to the anchoring devices with connections designed to
6.2.5 Pressure gauges shall have minimum graduations less adequately transfer the applied loads to the anchors so as to
than or equal to1%ofthe maximum applied load and shall prevent slippage, rupture or excessive elongation of the con-
conform to ASME B40.100 Pressure Gauges and Gauge nections under maximum required test load.
D5780 − 18
FIG. 3 Schematic of Hydraulic Jack Acting Against Anchored Reaction Frame
FIG. 4 Schematic of Hydraulic Jack on a Pipe Group Acting Against Anchored Reaction Frame
6.4 Load Applied by Hydraulic Jack(s) Acting Against a bearing, and load cell(s). Support the ends of the test beam(s)
Weighted Box or Platform (Fig. 5):
on temporary cribbing or other devices.
6.4.1 Apply the test load to the pile or pile group with the
6.4.3 Load the box or platform with any suitable material
hydraulic jack(s) reacting against the test beam(s) centered
such as soil, rock, concrete, steel, or water-filled tanks with a
overthetestpile,orpilegroup.Centeraboxorplatformonthe
total weight (including that of the test beam(s) and the box or
test beam(s) with the edges of the box or platform parallel to
platform) at least 10% greater than the maximum anticipated
the test beam(s) supported by cribbing or piles placed as far
test load.
from the test pile or pile group as practicable, but in no case
6.5 Load Applied Directly Using Known Weights (see Figs.
lessthanacleardistanceof1.5m[5ft].Ifcribbingisused,the
6-8):
bearingareaofthecribbingatgroundsurfaceshallbesufficient
6.5.1 Center on the test pile or pile cap a test beam(s) of
to prevent adverse settlement of the weighted box or platform.
6.4.2 Thetestbeam(s)shallhavesufficientsizeandstrength known weight and of sufficient size and strength to avoid
excessive deflection under load with the ends supported on
to prevent excessive deflection under the maximum load, and
sufficient clearance between the bottom flange(s) of the test temporary cribbing if necessary to stabilize the beam(s).
Alternatively, the known test weights or loading material may
beam(s) and the top of the test pile or pile group to place the
necessary bearing plates, hydraulic jack(s), hemispherical be applied directly on the pile or pile cap.
D5780 − 18
FIG. 5 Schematic of Hydraulic Jack Acting Against Weighted Box or Platform
FIG. 6 Schematic of Direct Loading on a Single Pile Using a Weighted Platform
FIG. 7 Schematic of Direct Loading on a Pile Group Using a Weighted Platform
6.5.2 Centerandbalanceaplatformofknownweightonthe 6.5.3 Place sufficient pairs of timber wedges between the
testbeam(s)ordirectlyonthepilecapwithoverhangingedges top of the cribbing or timber cap beams and the bottom edges
of the platform parallel to the test beam(s) supported by of the platform so that the platform can be stabilized during
cribbing or by piles capped with timber beams, so that a clear loading or unloading.
distance of not less than 1.5 m [5 ft] is maintained between the 6.5.4 Apply the test loads to the pile or pile group using
supports and the test pile or pile group. known weights. When loading the platform, remove any
D5780 − 18
Electronic indicators shall have a real-time display of the
movement available during the test. Provide a smooth bearing
surface for the indicator stem perpendicular to the direction of
stem travel, such as a small, lubricated, glass plate glued in
place.Exceptasrequiredin7.4,indicatorsshallhaveminimum
graduations of 0.25 mm [0.01 in.] or less, with similar
accuracy. Scales used to measure pile movements shall have a
length no less than 150 mm [6 in.], minimum graduations of
0.5 mm [0.02 in.] or less, with similar accuracy, and shall be
read to the nearest 0.1 mm [0.005 in.]. Survey rods shall have
minimum graduations of 1 mm [0.01 ft] or less, with similar
accuracy, and shall be read to the nearest 0.1 mm [0.001 ft].
7.1.4 Dial indicators and electronic displacement indicators
FIG. 8 Schematic of Direct Loading on a Pile Group
shall be in good working condition and shall have a full range
calibration within three years prior to each test or series of
tests. Furnish calibration reports prior to performing a test,
temporary supports at the ends of the test beam(s) and tighten
including the ambient air temperature during calibration
the wedges along the bottom edges of the platform so that the
7.1.5 Clearly identify each displacement indicator, scale,
platform is stable. Use loading materials such as steel or
and reference point used during the test with a reference
concrete so that the weight of incremental loads can be
number or letter.
determined with accuracy of 5%.
7.1.6 Indicators, scales, or reference points attached to the
NOTE 7—Depending on the magnitude of the applied load and axial
test pile, pile cap, reference beam, or other references shall be
movement,platformstabilitymaybedifficulttocontrolatornearafailure
firmly affixed to prevent movement relative to the test pile or
load when applying the load directly. The user should consider using a
different load method when anticipating a failure load. pile cap during the test. Unless otherwise approved by the
NOTE 8—The loading apparatus described in 6.5 may allow target rod
Engineer, verify that reference beam and wireline supports do
level readings directly on the center of the pile top or pile cap to measure
not move during the test by using a surveyor’s level to take
the pile top movement described in 7.2.4.To accommodate the target rod,
readings on a survey rod or a scale with reference to a
use a double test beam with sufficient space between the beams, leave a
permanent bench mark located outside of the immediate test
hole through the platform, and leave a line of sight between the test
weights for survey level readings. area.
6.6 Other Types of Loading Apparatus (Optional)—The
7.2 Pile Top Axial Movements (see Fig. 9):
Engineer may specify another type of loading apparatus
7.2.1 Unless otherwise specified, all axial compressive load
satisfying the basic requirements of 6.3 or 6.4.
testsshallincludeapparatusformeasuringtheaxialmovement
of the test pile top, or piles within a group, or the pile group
7. Apparatus for Measuring Movement
cap. This apparatus shall include a primary measurement
7.1 General:
system and at least one redundant, secondary system, using at
7.1.1 Reference beams and wirelines shall be supported
least two of the systems described herein.
independent of the loading system, with supports firmly
NOTE 9—When possible use displacement indicators as the primary
embeddedinthegroundatacleardistancefromthetestpileof
system to obtain the most precise measurements. Use the redundant
at least five times the diameter of the test pile(s) but not less
system(s) to check top movement data and provide continuity when the
than 2.5 m [8 ft], and at a clear distance from any anchor piles
measuring system is disturbed or reset for additional movement.
of at least five times the diameter of the anchor pile(s) but not
NOTE 10—Pile top movements measured directly on the test pile have
less than 2.5 m [8 ft]. Reference supports shall also be located
superior accuracy to measurements on the test plate, but with negligible
as far as practicable from any cribbing supports but not less
difference when using a thin layer of grout on a sound pile, or with a test
plate welded to the pile. However, users may wish to verify that the test
than a clear distance of 2.5 m [8 ft].
plate and pile top do not move relative to each other using additional
7.1.2 Reference beams shall have adequate strength,
indicators (Fig. 9).
stiffness, and cross bracing to support the test instrumentation
and minimize vibrations that may degrade measurement of the 7.2.2 Displacement Indicators—Mount a minimum of two
pile movement. One end of each beam shall be free to move displacement indicators on the reference beams to bear on the
laterally as the beam length changes with temperature varia- pile top at axisymmetric points equidistant from the center of
tions. Supports for reference beams and wirelines shall be the test pile, or pile cap, with stems parallel to the longitudinal
isolated from moving water and wave action. Provide a tarp or axis of the pile, inclined pile, or pile group. Orient two parallel
shelter to prevent direct sunlight and precipitation from affect- reference beams, one on each side of the test pile or pile cap,
ing the measuring and reference systems. in a direction that permits placing their supports as far as
7.1.3 Dial and electronic displacement indicators shall con- feasiblefromanchorpilesorcribbing.Alternatively,mountthe
form toASME B89.1.10.M and should generally have a travel two indicators on axisymmetric points equidistant from the
of 100 mm [4 in.], but shall have a minimum travel of at least centerofthetestpile,orpilecap,withthestemsparalleltothe
50mm[2in.].Providegreatertravel,longerstems,orsufficient longitudinal axis of the pile or pile group to bear on the
calibrated blocks to allow for greater travel if anticipated. reference beams.
D5780 − 18
a mirror affixed to the test pile or pile cap and use the wireline
asareferencelinetoreadthescale.Usethemirrortoeliminate
parallax error in the scale reading by lining up the wire and its
image in the mirror.Align the wire not more than 13 mm [0.5
in.] from the face of the scale.
7.2.4 Surveyor’s Level or Laser Beam—Movement readings
obtained using a surveyor’s level or laser beam shall be taken
on a survey rod or a scale and shall be referenced to a
permanent bench mark located outside of the immediate test
area or, alternatively, the surveyor’s level shall be mounted on
an object of fixed elevation (for example a driven pile) outside
of the immediate test area. Reference points or scales used in
taking displacement readings shall be mounted on the sides of
the test pile or pile cap and located on opposite sides except
that reference points may be located on top of the pile cap or
readings may be taken on a single fixed point in the center of
the test pile top, test plate or pile cap (see Fig. 8).
7.2.5 Other Types of Measurement Systems (Optional)—The
Engineer may specify another type of measurement system
satisfying the basic requirements of 7.2.
7.3 Lateral Movements (Optional)—Measure the lateral
movements of the top of the test pile or pile group to within an
accuracy of 2.5 mm [0.1 in.] using either of the following
methods: (a) two displacement indicators oriented in orthogo-
nal directions, mounted with their stems perpendicular to the
longitudinal axis of the test pile(s) and bearing against lubri-
catedglassplatesaffixedtothesidesofthetestpileorpilecap,
or (b) a surveyor’s transit reading from scales mounted
laterally on two perpendicular sides of the test pile or pile cap
with readings referenced to fixed foresights or backsights. For
tests on inclined piles, orient the indicators or scales parallel
and perpendicular to the vertical plane of the incline and
perpendicular to the longitudinal axis of the test pile(s).
7.4 Pile Compression and Strain Measurements (Optional):
7.4.1 Measure the compression or strain of the test pile
during loading at locations specified by the Engineer to help
evaluate the distribution of load transfer from the pile to the
FIG. 9 Schematic of Instrumentation of Measuring Axial Pile
surrounding soil.
Movements
7.4.2 Determine pile compression using displacement indi-
cators to measure the relative movement between the pile top
NOTE11—Forpileshavingawidthordiametergreaterthan0.75m[2.5
and an unstrained telltale rod (Figs. 9-12) bearing at a point
ft], and for piles without good lateral support near the top, use four
within the pile. Unless located on the pile axis, install paired
displacementindicatorstocompensateforlateralmovementorrotationof
telltales in the pile with the rods in each pair oriented
the pile top.
symmetrically opposite each other and equidistant from and
NOTE12—Fortestsoninclinedpiles,monitorlateralpilemovementsas
described in 7.3 to detect instability that may result from gravitational
parallel to the pile axis. Terminate telltale pairs near the pile
forces during the test.
bottom and at other points along the pile as required. Measure
7.2.3 Wireline, Mirror, and Scale—Orient two wirelines and record the distance from the pile top to the telltale
parallel to each other and perpendicular to and located on termination point(s) to the nearest 10 mm [0.5 in.]. Install the
opposite sides equidistant from the axis of the test pile, or pile telltales in a sheath or casing to insure free rod movement
group, in a direction that permits placing the wireline supports during the test. The rods shall have a rounded tip that bears on
as far as practicable from anchor piles or cribbing. The a clean steel plate affixed to the pile or shall be threaded into a
wirelines shall include a weight or spring to maintain a nut affixed to the pile. Clean the telltale rods prior to
constant tension force in the wire, so that, when plucked or installation, oil them during or after installation, and provide
tapped, the wireline will return to its original position. Use centralizers to restrain lateral movement but not axial move-
clean, uncoated steel wire with a diameter of 0.25 mm [0.01 ment at the pile top. The displacement indicators shall have a
in.] or less for the wirelines. Each wireline shall pass across, travel of at leasta5mm [0.2 in.] and minimum graduations of
andremainclearof,ascalemountedonthetestpileorpilecap 0.01 mm [0.0001 in.] or less, with similar accuracy. Mount a
paralleltotheaxisofthepileorpilegroup.Mountthescaleon smoothbearingsurfacefortheindicatorstemonthetelltalerod
D5780 − 18
FIG. 10 Possible Installation of Telltales for Steel H-Piles
FIG. 11 Possible Installation of Telltales for Pipe Piles
perpendicular to the direction of stem travel, such as a small,
lubricated, glass plate clamped or glued in place.
7.4.3 Other types of telltale (Optional)—The Engineer may
specify another type of telltale for the measurement of pile from and parallel to the pile axis. Measure and record the
compression that satisfies the basic requirements of 7.4.2. distance from the pile top to the gauges to the nearest 10 mm
7.4.4 Measure pile strain directly using strain gauges in- [0.5 in.]. The gauge type and installation shall be as specified
stalled along the length of the pile axis. Install single gauges bytheEngineerandshallincludetemperaturecompensationas
along the pile axis, or gauge pairs with the gauges in each pair recommended by the gauge manufacturer. Where feasible,
oriented symmetrically opposite each other and equidistant measurement programs involving strain gauges should include
D5780 − 18
8. Procedure
8.1 Loading:
8.1.1 General:
8.1.1.1 Apply test loads following one of the procedures
described below for each test method, or as modified by the
Engineer. If feasible, the maximum applied load should reach
a failure that reflects the ultimate axial static compressive load
capacity of the pile(s). Do not exceed the safe structural
capacity of the pile or pile group, or the loading apparatus. Do
not leave a loaded pile unattended.
8.1.1.2 To avoid excessive creep and possible structural
failure of cast-in-place concrete piles, delay load testing after
concrete placement to permit the fresh concrete to gain
adequate strength and stiffness. Use test cylinders or cores of
the pile concrete to determine the appropriate wait time,
recognizing that the test cylinders will generally cure more
quickly than concrete in the pile.
8.1.1.3 Thestaticaxialcapacityofpilestypicallychangesas
time elapses after pile installation, possibly increasing (setup)
or decreasing (relaxation), depending on the soil or rock
properties and the pore water pressure and soil structure
disturbance induced by installation. This behavior may affect
both driven piles and cast-in-place piles. The Engineer may
specify a waiting period between pile installation and static
testing to investigate time effects. The waiting period may
range from 3 to 30 days, or longer, based on testing (for
example, redriving piles) or prior experience.
8.1.1.4 When temporarily dewatering a test site with piles
installed in granular soils, maintain the groundwater level as
near to the nominal elevation as possible and record the
elevation of the groundwater surface during the test. Use the
groundwater surface elevation measured during the test to
correct the axial pile capacity when the groundwater level
during the test deviates more than 1.5 m [5 ft] from the service
groundwater elevation.
8.1.2 Procedure A: Quick Test—Apply the test load in
increments of5%ofthe anticipated failure load. Add each
load increment in a continuous fashion and immediately
following the completion of movement readings for the previ-
ous load interval.Add load increments until reaching a failure
load but do not exceed the safe structural capacity of the pile,
pile group, or loading apparatus. During each load interval,
keeptheloadconstantforatimeintervalofnotlessthan4min
and not more than 15 min, using the same time interval for all
loadingincrementsthroughoutthetest.Removetheloadinfive
to ten approximately equal decrements, keeping the load
FIG. 12 Possible Installation of Telltales for Timber Piles
constantforatimeintervalofnotlessthan4minandnotmore
than 15 min, using the same time interval for all unloading
decrements Consider longer time intervals for the failure load
to assess creep behavior and for the final zero load to assess
calibration of the fully instrumented pile and a complete
rebound behavior.
historyofgaugereadingsstartingbeforetheirinstallationinthe
8.1.3 Procedure B: Maintained Test (Optional):
pile.
8.1.3.1 Unless failure occurs first, load the pile to a maxi-
NOTE 13—To interpret strain measurements and estimate pile stresses,
mum maintained load of 200 % of the anticipated design load
the Engineer will require a depth profile describing the variation of pile
for tests on individual piles, or 150 % of the pile group design
constituentsandtheirstrength,crosssectionalarea,andstiffness.Stiffness
load, applying the load in increments of 25 % of the design
properties may vary with the applied stress, especially for grout or
load. Maintain each load increment until the rate of axial
concrete. Obtain this information from installation records and separate
material property tests as needed. movement does not exceed 0.25 mm [0.01 in.] per hour, with
D5780 − 18
a minimum time adequate to verify this movement rate based obtainingatotalpilepenetrationofatleast15%oftheaverage
on the accuracy of the movement indicator readings, and with pile diameter or width, or until the pile stops penetrating.
a maximum of 2 h. After applying the maximum load and Gradually release the final load to protect the load and
reaching an overall test duration of at least 12 h, begin measurement systems.
unloadingwhentheaxialmovementmeasuredoveraperiodof
8.1.6.3 Control the rate of penetration by checking the time
1 h does not exceed 0.25 mm [0.01 in.]; otherwise allow the taken for successive small equal increments of penetration and
maximum load to remain on the pile or pile group for 24 h. If
then adjusting the jacking accordingly. Alternatively, use a
failure occurs during loading, maintain the failure load, or the mechanical or electrical device to monitor and control the
maximum load possible, until the total axial movement equals
penetration rate so that it remains constant.
15%thepilediameterorwidth.Aftercompletingthefinalload
8.1.6.4 See 7.2.5 for measurement procedures. When using
increment, remove the load in decrements of 25 % of the
a video recording system, locate all gauges for easy reading
maximum test load with 1 h between decrements.
within the camera’s field of view, as well as a digital
...

This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
Designation: D5780 − 10 D5780 − 18
Standard Test Methods for
Individual Piles in Permafrost Under Static Axial
Compressive Load
This standard is issued under the fixed designation D5780; 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.
INTRODUCTION
These test methods have been prepared to cover methods of axial load testing of piles in permafrost.
The provisions permit the introduction of more detailed requirements and procedures when required
to satisfy the objectives of the test program. The procedures herein produce a relationship between
applied load and pile settlement for conditions of ground temperature at the time of test. The results
may be interpreted to establish long-term load capacity of piles in permafrost.
1. Scope*Scope
1.1 These test methods cover procedures for testing individual vertical piles to determine response of the pile to static
compressive load applied axially to the pile. These test methods are applicable The test methods described in this standard measure
the axial deflection of a vertical or inclined deep foundation when loaded in static axial compression. These methods apply to all
deep foundation units in permafrost foundations, referred to herein as piles, that function in a manner similar to piles driven piles
or cast-in-place piles, regardless of their method of installation. This standard is divided into the following sections:installation,
and may be used for testing single piles or pile groups. The test results may not represent the long-term performance of a deep
foundation.
Section
Referenced Documents 2
Terminology 3
Significance and Use 4
Installation of Test Piles 5
Apparatus for Applying Loads 6
Apparatus for Measuring Movements 7
Safety Requirements 8
Loading Procedures 9
Standard Test Procedures 10
Procedures for Measuring Pile Movements 11
Report 12
Precision and Bias 13
Keywords 14
NOTE 1—Apparatus and procedures designated “optional” are to be required only when included in the project specifications or if not specified, may
be used only with the approval of the engineer responsible for the foundation design. The word “shall” indicates a mandatory provision and “should”
indicates a recommended or advisory provision. Imperative sentences indicate mandatory provisions. Notes, illustrations, and appendixes included herein
are explanatory or advisory.
NOTE 2—This standard does not include the interpretation of test results or the application of test results to foundation design. See Appendix X1 for
comments regarding some of the factors influencing the interpretation of test results. A qualified geotechnical engineer should interpret the test results
for predicting pile performance and capacity.
1.2 Three different test methods are included within this standard. Method A is the standard method combining the results from
loading two separate piles with the possibility of a third alternate pile. Method B is the alternate method combining the results from
loading three separate piles with the possibility of a fourth alternate pile. Method C is a confirmation method requiring the testing
of one pile with the possibility of a second alternate. Method C is applicable only where prior data are available.This standard
provides minimum requirements for testing deep foundations under static axial compressive load. Plans, specifications, and/or
provisions prepared by a qualified engineer may provide additional requirements and procedures as needed to satisfy the objectives
This test method is under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.19 on Frozen Soils and Rock.
Current edition approved Feb. 1, 2010Nov. 15, 2018. Published March 2010December 2018. Originally approved in 1995. Last previous edition approved in 20022010
as D5780 – 95 (2002). 10. DOI: 10.1520/D5780-10.10.1520/D5780_D5780M-18.
*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
D5780 − 18
of a particular test program. The engineer in responsible charge of the foundation design, referred to herein as the Engineer, shall
approve any deviations, deletions, or additions to the requirements of this standard.
1.3 This standard allows the following test procedures:
Procedure A Quick Test 8.1.2
Procedure B Maintained Test (Optional) 8.1.3
Procedure C Loading in Excess of Maintained Test (Optional) 8.1.4
Procedure D Constant Time Interval Test (Optional) 8.1.5
Procedure E Constant Rate of Penetration Test (Optional) 8.1.6
Procedure F Constant Movement Increment Test (Optional) 8.1.7
Procedure G Cyclic Loading Test (Optional) 8.1.8
1.4 Apparatus and procedures herein designated “optional” may produce different test results and may be used only when
approved by the Engineer. The word “shall” indicates a mandatory provision, and the word “should” indicates a recommended or
advisory provision. Imperative sentences indicate mandatory provisions.
1.5 All recorded and calculated values shall conform to the guide A qualified geotechnical engineer should interpret the test
results obtained from the procedures of this standard so as to predict the actual performance and adequacy of piles used in the
constructed foundation. See Appendix X1 for significant digits and rounding established in Practicecomments regarding some of
the factors influencing D6026.the interpretation of test results.
1.3.1 The procedures used to specify how data are collected/recorded and calculated in this standard are regarded as the industry
standard. In addition, they are representative of the significant digits that should generally be retained. The procedures used do not
consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives,
and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations.
It is beyond the scope of this standard to consider significant digits used in analysis methods for engineering design.
1.3.2 Measurements made to more significant digits or better sensitivity than specified in this standard shall not be regarded a
nonconformance with this standard.
1.6 A qualified engineer shall design and approve all loading apparatus, loaded members, support frames, and test procedures.
The text of this standard references notes and footnotes which provide explanatory material. These notes and footnotes (excluding
those in tables and figures) shall not be considered as requirements of the standard. This standard also includes illustrations and
appendixes intended only for explanatory or advisory use.
1.7 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated
in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values
from the two systems may result in non-conformance with the standard.
1.8 The values stated in inch-pound units are to be regarded as the standard, except as noted below. The values given in
parentheses are mathematical conversions to SI units, which are provided for information only and are not considered
standard.gravitational system of inch-pound units is used when dealing with inch-pound units. In this system, the pound [lbf]
represents a unit of force [weight], while the unit for mass is slugs. The rationalized slug unit is not given, unless dynamic [F=ma]
calculations are involved.
1.4.1 The gravitational system of inch-pound units is used when dealing with inch-pound units. In this system, the pound (lbf)
represents a unit of force (weight), while the unit for mass is the slug.
1.4.2 The slug unit of mass is almost never used in commercial practice. Therefore, the standard unit for mass in this standard
is either kilogram (kg) or gram (g), or both. The equivalent inch-pound unit (slug) is not given in parentheses.
1.4.3 It is common practice in the engineering/construction profession, in the United States, to concurrently use pounds to
represent both a unit of mass (lbm) and of force (lbf). This implicitly combines two separate systems of units: that is, the absolute
system and the gravitational system. It is scientifically undesirable to combine the use of two separate sets of inch-pound units
within a single standard. As stated, this standard includes the gravitational system of inch-pound units and does not use/present
the slug unit for mass. However, the use of balances or scales recording pounds of mass (lbm) or recording density in lbm/ft ) shall
not be regarded as nonconformance with this standard.
1.9 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice
D6026.
1.10 The method used to specify how data are collected, calculated, or recorded in this standard is not directly related to the
accuracy to which the data can be applied in design or other uses, or both. How one applies the results obtained using this standard
is beyond its scope.
1.11 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 safety, health, and healthenvironmental practices and determine the
applicability of regulatory limitations prior to use. Specific precautionary statements are given in Section 89.
1.12 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.
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2. Referenced Documents
2.1 ASTM Standards:
D653 Terminology Relating to Soil, Rock, and Contained Fluids
D3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in
Engineering Design and Construction
D5882 Test Method for Low Strain Impact Integrity Testing of Deep Foundations
D6026 Practice for Using Significant Digits in Geotechnical Data
D7099 Terminology Relating to Frozen Soil and Rock
2.2 ANSI Standard:
B 30.1 Safety Code for Jacks
3. Terminology
3.1 Definitions:
3.1.1 For definitions of terms relating to soil and rock mechanics refer to Terminology D653.
3.1.2 For definitions for terms related to frozen ground refer to Terminology D7099.
3.1 Definitions:
3.1.1 For definitions of terms relating to soil and rock mechanics refer to Terminology D653.
3.1.2 For definitions for terms related to frozen ground refer to Terminology D7099.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 adfreeze bond strength—strength, n—the strength of the bond developed between frozen soil and the surface of the pile.
3.2.2 base load—load, n—a load equivalent to the design load adjusted for test pile geometry and expected ground temperature.
3.2.3 creep load—load, n—that load applied to measure a rate of displacement.
3.2.4 creep load increment—increment, n—an incremental load applied to a pile to determine the rate of displacement at 10 %
of a failure load or at 100 % of a design load.
3.2.5 design active layer—layer, n—the maximum depth of annual thaw anticipated surrounding the pile under design
conditions.
3.2.6 failure (in piles)—piles), n—pile displacement that is occurring at an increasing rate with time under the action of a
constant load, incremental pile displacement that is increasing for uniform time increments, or a creep rate which exceeds 100 %
of the design creep rate when loaded to 100 % of the design load.
3.2.7 failure load—load, n—that load applied to a pile to cause failure to occur.
3.2.8 failure load increment—increment, n—the load increment applied to a pile that causes failure within a specified time
period.
3.2.9 freezeback—freezeback, n—for the purpose of this test method, freezeback shall be defined as the attainment of a
subfreezing temperature at each ground temperature measuring point located below the design active layer, which have attained
equilibrium with the surrounding soil.
3.2.10 ice-poor—ice-poor, n—frozen soil with a high solids concentration whose behavior is characterized mainly by soil
particle contacts.
3.2.11 ice-rich—ice-rich, n—frozen soil with a moderate to low solids concentration whose behavior is characterized by ice
particle contacts.
3.2.12 pile, driven—driven, n—a pile driven into the ground with an impact or vibratory pile hammer.
3.2.13 pile, grouted—grouted, n—a pile placed in an oversized, pre-drilled hole and backfilled with a sand, cement grout.
3.2.14 pile, slurried—slurried, n—a pile placed in an oversized, pre-drilled hole and backfilled with a soil/water slurry.
3.2.15 subfreezing temperature—temperature, n—any temperature below the actual freezing temperature of the soil water
combination being used.
3.2.16 time to failure—failure, n—the total time from the start of the current test load increment to the point at which failure
begins to occur.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at [e-mail]. For Annual Book of ASTM Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
Available from American National Standards Institute (ANSI), 25 W. 43rd St., 4th Floor, New York, NY 10036, http://www.ansi.org.
D5780 − 18
4. Significance and Use
4.1 This test method will provide a relationship between time to failure, creep rate, and displacement to failure for specific
failure loads at specific test temperatures as well as a relationship between creep rate and applied load at specific test temperatures
for loads less than failure loads.
4.2 Pile design for specific soil temperatures may be controlled by either limiting long-term stress to below long-term strength
or by limiting allowable settlement over the design life of the structure. It is the purpose of this test method to provide the basic
information from which the limiting strength or long-term settlement may be evaluated by geotechnical engineers.
4.3 Data derived from pile tests at specific ground temperatures that differ from the design temperatures must be corrected to
the design temperature by the use of data from additional pile tests, laboratory soil strength tests, or published correlations, if
applicable, to provide a suitable means of correction.
4.4 For driven piles or grouted piles, failure will occur at the pile/soil interface. For slurriedslurry piles, failure can occur at
either the pile/slurry interface or the slurry/soil interface, depending on the strength and deformation properties of the slurry
material and the adfreeze bond strength. Location of the failure surface must be taken into account in the design of the test program
and in the interpretation of the test results. Dynamic loads must be evaluated separately.
NOTE 1—The quality of the results produced by application of this standard is dependent on the competence of the personnel performing it, and the
suitability of the equipment and facilities. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective
testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable
results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
5. Installation of Test Pile(s)
5.1 Install the test pile according to the procedures and specifications used for the installation of the production piles.
NOTE 2—Because the pile behavior will be influenced by the soil type, temperature, ice content, and pore water salinity, the engineer must ensure that
adequate information is available for soil/ice conditions at the construction site to determine their effect on the pile performance (that is, test pile should
be installed in the same condition as the production piles—preferably at the same site).
5.2 The design and installation of the test pile shall address the effects of end bearing, as opposed to the shear resistance on the
shaft of the pile. Address end bearing by measuring its effect, eliminating its effect, or accounting for its effect analytically. Measure
end bearing by attaching a load cell to the tip of the pile prior to installation or by attaching a series of strain gagesgauges along
the length of the pile prior to installation. Eliminate end bearing by attaching a compressible layer to the tip of the pile prior to
installation or by providing a void beneath the tip of the pile.
5.3 Install thermistors or other temperature-measuring devices adjacent to the test pile to determine the ground temperature
profile adjacent to the pile. Measure ground temperature in frozen ground at a minimum of three locations along the length of pile;
for piles longer than 10 ft (3 m),[3 m], it is recommended that ground temperatures be measured at 5-ft (1.5-m)[1.5-m] depth
intervals. Install the temperature-measuring devices in contact with the exterior pile surface; for slurriedslurry piles, installation
may be as shown in Fig. 1; for driven piles, installation may be as shown in Fig. 2.
5.4 Measure ground temperatures periodically using the installed temperature-measuring devices to determine when freezeback
occurs.
5.5 Where freezeback of soils adjacent to the pile is aided by the circulation of cold air or liquid coolant, discontinue such
cooling when the measured ground temperatures become equal to the desired ground temperature for the pile test; significant
overcooling shall not be permitted to occur. When freezeback of soils adjacent to the test piles is aided by a designed cooling
system, such designed cooling system shall also be applied in a similar manner to all reaction piles to ensure freezeback of the
reaction piles.
5.6 Isolate the surface of the test pile from the surrounding soil or ice over the depth of the design active layer. This may be
accomplished by using a sleeve or casing. For slurried piles, a greased wrapping or other technique that will essentially eliminate
the transfer of shear forces between the pile and the surrounding soil/ice in the design active layer may be used.
5.7 Where feasible, excavate the immediate area of the test pile or fill to the proposed finished grade elevation. Cut off test piles
or build up to the proper grade necessary to permit construction of the load-application apparatus, placement of the necessary
testing and instrumentation equipment, and observation of the instrumentation. Where necessary, brace the unsupported length of
the test pile(s) to prevent buckling without influencing the test results.
5.8 If the top of the pile has been damaged during installation, remove the damaged portion prior to the test.
NOTE 3—Consideration should be given to placing insulation on the ground surface around the test pile in order to reduce the variation in ground
temperatures with time during the testing period. Where used, ground surface insulation should be placed all around the test pile to a distance of 5 ft (1.5
m),[1.5 m], two times the depth of thawed soil or one third of the installed pile length, whichever is greater. The effect of insulation at the surface should
be taken into account in the design of production piles, which could be done analytically.
5.9 Allow the lateral normal stresses between the pile surface and the surrounding soil that develop during pile installation or
freezeback, or both, to dissipate to a nominal level prior to pile testing. For purposes of this test method, the delay time
D5780 − 18
FIG. 1 Placement of Temperature Measuring Devices for SlurriedSlurry Test Pile
corresponding to the approximate test condition from Table 1 shall be permitted to occur prior to commencing load application
to allow for the dissipation of normal stresses on the pile shaft as discussed above.
NOTE 4—The engineer may direct that delay times other than those shown in Table 1 be implemented, based on other completed pile test results,
laboratory test results, or analytical results. Such other time interval shall allow for the dissipation of normal stresses developed due to pile installation
or freezeback, or both, to a level of 1 % or less of their maximum value.
6. Apparatus for Applying Loads
6.1 General:
6.1.1 The apparatus for applying compressive loads to thea test pile shall be as or pile group shall conform to one of the methods
described in 6.3, -6.46.6, or. Unless 6.5, or as otherwise specified by the engineer of record and shall be constructed so that the
loads are applied to the central longitudinal axis of the pile to minimize eccentric loading. SubsectionsEngineer, the apparatus for
applying and measuring loads described in this section shall be capable of safely applying at least 120 % of the maximum
anticipated test load. Use the 6.3 – 6.5 are suitable formethod described in 6.3 applying to apply axial loads to individual vertical
piles. either vertical or inclined piles or pile groups. Use the methods described in 6.4-6.6 to apply only vertical loads.
NOTE 7—Consideration should be given to providing sufficient clear space between the pile cap and the ground surface to eliminate any support of
the cap by the soil. A properly constructed steel grillage may serve as an adequate pile cap for testing purposes.
6.1.2 Align the test load apparatus with the longitudinal axis of the pile or pile group to minimize eccentric loading. When
necessary to prevent lateral deflection and buckling along the unsupported pile length, provide lateral braces that do not influence
the axial movement of the pile, or pile cap.
6.1.3 Each jack shall include a hemispherical bearing or similar device to minimize lateral loading of the pile or group. The
hemispherical bearing should include a locking mechanism for safe handling and setup. Center bearing plates, hydraulic jack(s),
load cell(s), and hemispherical bearings on the test beam(s), test pile, or test pile cap.
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FIG. 2 Potential Placement of Temperature Measuring Devices for Driven Structural-Shaped Test Pile
TABLE 1 Minimum Delay Times (Days After Freezeback)
Delay Times, Days
Permafrost Ground Temperature,
Condition − °F (°C)
Driven Piles Slurried Piles
Ice-poor above 28 (−2) 10 14
23 to 28 (−2 to − 5) 5 7
below 23 (−5) 2 3
Ice-rich above 28 (−2) 14 20
23 to 28 (−2 to − 5) 7 10
below 23 (−5) 5 7
6.1.4 For testing an individual pile, center a steel-bearing plate(s) on the pile and set perpendicular to the longitudinal axis of
the pile. It shall be of sufficient thickness to prevent it from bending under the loads involved (but not less than 2 in. (50 mm) thick).
The size Provide bearing stiffeners as needed between the flanges of test and reaction beams. Provide steel bearing plates as needed
to spread the load from the outer perimeter of the jack(s), or the bearing surface of beams or boxes, to bear on the surface of the
test plate shall be not less than the size of the pile top nor less than the area covered by the base(s) of the hydraulic jack(s).pile
or pile cap. Also provide steel bearing plates to spread the load between the jack(s), load cells, and hemispherical bearings, and
to spread the load to the test beam(s), test pile, or pile cap. Bearing plates shall extend the full flange width of steel beams and
the complete top area of piles, or as specified by the Engineer, so as to provide full bearing and distribution of the load.
6.1.3 For tests on precast or cast-in-place concrete piles, set the test plate, when used, in high-strength quick-setting grout. For
tests on individual steel H-piles or pipe piles, weld the test plate to the pile. For tests on individual timber piles, the test plate may
be set directly on the top of the pile that shall be sawed off to provide full bearing of the test plate, or alternatively, the test plate
may be set in high-strength quick-setting grout.
6.1.5 InUnless 6.3 andotherwise specified, 6.4, center the hydraulic jack(s) on the test plate(s) with a steel-bearing plate of
adequate thickness between the top(s) of the jack ram(s) and the bottom(s) of the test beam(s). If a load cell(s) or equivalent
D5780 − 18
device(s) is to be used, center it on the bearing plate above the ram(s) with another steel bearing plate of sufficient thickness
between the load cell(s) or equivalent device(s) and the bottom(s) of the test beam(s). provide steel bearing plates that have a total
thickness adequate to spread the bearing load between the outer perimeters of loaded surfaces at a maximum angle of 45° to the
loaded axis. For center hole jacks and center hole load cells, also provide steel plates adequate to spread the load from their inner
diameter to the their central axis at a maximum angle of 45°, or per manufacturer recommendations. Bearing plates shall be of
sufficient size to accommodate the jack ram(s) and the load cell(s) or equivalent device(s) and properly bear against the bottom(s)
of the test beam(s).extend the full width of the test beam(s) or any steel reaction members so as to provide full bearing and
distribution of the load.
6.1.6 InA 6.5, a test plate may be used in accordance with the appropriate provisions of qualified engineer shall design and
approve all loading apparatus, loaded members, support frames, and loading procedures. The test beam(s), load platforms, and
support structures 6.1 or, alternatively, the test beam(s) may be set directly on the pile cap or the loading material applied directly
on the cap. Test beam(s) set directly on the cap shall obtain full bearing using high-strength quick-setting grout, if necessary.shall
have sufficient size, strength, and stiffness to prevent excessive deflection and instability up to the maximum anticipated test load.
NOTE 5—Rotations and lateral displacements of the test pile or pile cap may occur during loading, especially for piles extending above the soil surface
or through weak soils. Design and construct the support reactions to resist any undesirable rotations or lateral displacements.
6.2 Testing Equipment: Hydraulic Jacks, Gauges, Transducers, and Load Cells:
6.2.1 Hydraulic jacks including The hydraulic jack(s) and their operation shall conform to ANSI B30.1.ASME B30.1 Jacks and
shall have a nominal load capacity exceeding the maximum anticipated jack load by at least 20 %. The jack, pump, and any hoses,
pipes, fittings, gauges, or transducers used to pressurize it shall be rated to a safe pressure corresponding to the nominal jack
capacity.
6.2.2 The hydraulic jack ram(s) shall have a travel greater than the sum of the anticipated maximum axial movement of the pile
plus the deflection of the test beam and the elongation and movement of any anchoring system, but not less than 15 % of the
average pile diameter or width. Use a single high-capacity jack when possible. When using a multiple jack system, provide jacks
of the same make, model, and capacity, and supply the jack pressure through a common manifold. Fit the manifold and each jack
with a pressure gauge to detect malfunctions and imbalances.
6.2.3 Unless otherwise specified, the hydraulic jack(s), pressure gauge(s), and pressure transducer(s) shall have a calibration to
at least the maximum anticipated jack load performed within the six months prior to each test or series of tests. Furnish the
calibration report(s) prior to performing a test, which shall include the ambient temperature and calibrations performed for multiple
ram strokes up to the maximum stroke of the jack.
6.2.4 Unless a calibrated load cell(s) is used, calibrate the complete jacking system Each complete jacking and pressure
measurement system, including the hydraulic jack(s), hydraulic pump, and pressure gaugepump, should be calibrated as a unit
before each test or series of tests in a test program to provide an accuracy of less than 1 % of the applied load. Calibrate the
hydraulic jack(s) over itswhen practicable. The hydraulic jack(s) shall be calibrated over the complete range of ram travel for
increasing and decreasing applied loads at a temperature within the air temperature range expected to occur during the load test.
loads. If two or more jacks are to be used to apply the test load, they shall be of the same ram diameter, make, model, and size,
connected to a common manifold and pressure gauge, and operated by a single hydraulic pump. The calibrated jacking system(s)
shall have accuracy within 5 % of the maximum applied load. When not feasible to calibrate a jacking system as a unit, calibrate
the jack, pressure gauges, and pressure transducers separately, and each of these components shall have accuracy within 2 % of
the applied load.
NOTE 8—Where tests will be carried out in subfreezing fluctuating air temperatures, it is recommended that thermal insulation be applied to the
hydraulic jack, the hydraulic lines, and other components of the loading system.
6.2.5 When an accuracy greater than that obtainable with the jacking system is required, use a properly constructed load cell(s)
or equivalent device(s) in series with the hydraulic jack(s). Calibrate load cell(s) or equivalent device(s) prior to the test to provide
an accuracy of less than Pressure gauges shall have minimum graduations less than or equal to 1 % of the maximum applied load
and shall conform to ASME B40.100 Pressure Gauges and Gauge Attachments with an accuracy grade 1A having a permissible
error 61 % of the span. Pressure transducers shall have a minimum resolution less than or equal to 1 % of the maximum applied
load and equipped with a spherical bearing(s).shall conform to ASME B40.100 with an accuracy grade 1A having a permissible
error 61 % of the span. When used for control of the test, pressure transducers shall include a real-time display.
6.2.6 The hydraulic jack pump shall be equipped with an automatic regulator or accumulator to maintain the load within 1 %
of the specified load as pile settlement occurs.If the maximum test load will exceed 900 kN [100 tons], place a properly constructed
load cell or equivalent device in series with each hydraulic jack. Unless otherwise specified the load cell(s) shall have a calibration
to at least the maximum anticipated jack load performed within the six months prior to each test or series of tests. The calibrated
load cell(s) or equivalent device(s) shall have accuracy within 1 % of the applied load, including an eccentric loading of up to 1 %
applied at an eccentric distance of 25 mm [1 in.]. After calibration, load cells shall not be subjected to impact loads. A load cell
is recommended, but not required, for lesser load. If not practicable to use a load cell, include embedded strain gauges located in
close proximity to the jack to confirm the applied load.
6.2.5 Furnish calibration reports for all testing equipment for which calibration is required, and show the temperature at which
the calibration was done.
D5780 − 18
NOTE 9—Considerations should be given to employing a dual load-measuring system (jack pressure and load cell) to provide a check and as a backup
in case one system malfunctions. Hydraulic jack rams should have sufficient travel to allow for anticipated pile settlements, deflections of the test beam,
and elongation of connections to anchoring devices.
6.2.7 The use of a single high-capacity jack is preferred to the use of multiple jacks. If a multiple jacking system is used, each
jack should be fitted with a pressure gauge (in addition to the master gauge) in order to detect malfunctions. Do not leave the
hydraulic jack pump unattended at any time during the test. Automated jacking systems shall include a clearly marked mechanical
override to safely reduce hydraulic pressure in an emergency.
6.3 Load Applied to Pile by Hydraulic Jack(s) Acting Against Anchored Reaction Frame (see Figs. 3 and 4Fig. 3):
6.3.1 Apply the test load to the pile or pile group with the hydraulic jack(s) reacting against the test beam(s) centered over the
test pile, or pile group. Install a sufficient number of anchor piles or suitable anchoring device(s) to provide adequate reactive
capacity. capacity for the test beam(s). Provide a clear distance from the test pile or pile group of at least five times the maximum
diameter of the largest anchor or test pile(s) or 6 ft (2 m), whichever is greater. pile(s), but not less than 2.5 m [8 ft]. The Engineer
may increase or decrease this minimum clear distance based on factors such as the type and depth of reaction, soil conditions, and
magnitude of loads so that reaction forces do not significantly effect the test results.
NOTE 6—Excessive vibrations during anchor pile installation in noncohesive soils may affect test results. Anchor piles that penetrate deeper than the
test pile may affect test results. Install the anchor piles nearest the test pile first to help reduce installation effects.
6.3.2 Center a test beam(s) of sufficient size and strength over the test pile to avoid excessive deflection under load. Provide
sufficient clearance between the bottom flange(s) of the test beam(s) and the top of the test pile for or pile group to place the
necessary bearing plates, hydraulic jack(s) or load cell(s), or both, if used. For large test loads jack(s), hemispherical bearing, and
load cell(s). For test loads of high magnitude requiring several anchors, a steel framework may be required to transfer the applied
loads from the test beam(s) to the anchors.
6.3.3 When testing individual inclined piles, align the jack(s), test beam(s), and anchor piles with the inclined longitudinal axis
of the test pile.
6.3.4 Attach the test beam(s) (or reaction framework if used) to the anchoring devices with connections designed to adequately
transfer the applied loads to the anchors so as to prevent slippage, rupture,rupture or excessive elongation of the connections under
the maximum required test load.
6.3.4 Apply the test load to the test pile with the hydraulic jack(s) reacting against the test beam(s) in accordance with the
loading procedure in 8.1 or as otherwise specified.
6.4 Load Applied to Pile by Hydraulic Jack(s) Acting Against a Weighted Box or Platform (see (Fig. 45):
6.4.1 Center the test pile under a test beam(s) of sufficient size and strength to avoid excessive deflection under load allowing
sufficient clearance between the top of the test pile or pile cap and the bottom(s) of the beam(s) after deflection under load to
accommodate the necessary bearing plates, hydraulic jack(s), (and load cell(s) if used). Support the ends of the test beam(s) on
temporary cribbing or other devices.
6.4.1 Apply the test load to the pile or pile group with the hydraulic jack(s) reacting against the test beam(s) centered over the
test pile, or pile group. Center a box or platform overon the test beam(s) with the edges of the box or platform parallel to the test
beam(s) supported by cribbing or piles placed as far from the test pile as practicableor pile group as practicable, but in no case
FIG. 3 Schematic Setup for Applying Loads to Pile Using of Hydraulic Jack Acting Against Anchored Reaction Frame
D5780 − 18
FIG. 4 Schematic Setup for Applying Loads to Pile Using Hydraulic Jack Acting Against Weighted Box or Platformof Hydraulic Jack on
a Pipe Group Acting Against Anchored Reaction Frame
FIG. 5 Schematic Setup for Applying Loads Directly to Pile Using Weighted of Hydraulic Jack Acting Against Weighted Box or Platform
less than a clear distance of 6 ft (2.0 m).1.5 m [5 ft]. If cribbing is used, the bearing area of the cribbing at ground surface shall
be sufficient to prevent adverse settlement of the weighted box or platform. Insulation may be placed beneath the cribbing to
mitigate the effects of thaw settlement.
6.4.2 The test beam(s) shall have sufficient size and strength to prevent excessive deflection under the maximum load, and
sufficient clearance between the bottom flange(s) of the test beam(s) and the top of the test pile or pile group to place the necessary
bearing plates, hydraulic jack(s), hemispherical bearing, and load cell(s). Support the ends of the test beam(s) on temporary
cribbing or other devices.
6.4.3 Load the box or platform with any suitable material such as soil, rock, concrete, steel, or water-filled tanks with a total
weight (including that of the test beam(s) and the box or platform) at least 10 % greater than the anticipated maximum anticipated
test load.
6.4.4 Apply the test loads to the pile with the hydraulic jack(s) reacting against the test beam(s) in accordance with 8.1 or as
otherwise specified.
6.5 Load Applied Directly to the Pile With Using Known Weights (see Figs. 6-8Fig. 5):
6.5.1 Center on the test platepile or pile cap a test beam(s) of known weight and of sufficient size and strength to avoid excessive
deflection under load with the ends supported on temporary cribbing if necessary to stabilize the beam(s). Alternatively, the known
test weights or loading material may be applied directly on the pile or pile cap.
D5780 − 18
FIG. 6 Possible Arrangement of Instrumentation for Measuring Vertical Movements of PileSchematic of Direct Loading on a Single Pile
Using a Weighted Platform
FIG. 7 Schematic of Direct Loading on a Pile Group Using a Weighted Platform
FIG. 8 Schematic of Direct Loading on a Pile Group
6.5.2 Center and balance a platform of known weight on the test beam(s) or directly on the pile cap with overhanging edges
of the platform parallel to the test beam(s) supported by cribbing or by piles capped with timber beams, so that a clear distance
of not less than 6 ft (2.0 m)1.5 m [5 ft] is maintained between the supports and the test pile or pile group.
6.5.3 Place sufficient pairs of timber wedges between the top of the cribbing or timber cap beams and the bottom edges of the
platform so that the platform can be stabilized during loading or unloading.
6.5.4 When the platform is ready to load, Apply the test loads to the pile or pile group using known weights. When loading the
platform, remove any temporary supports at the ends of the test beam(s) and tighten the wedges along the bottom edges of the
platform so that the platform is stable. Load the platform in accordance with the standard loading procedures in Use loading
materials 8.1 or as otherwise specified using material such as steel or concrete so that the weight of incremental loads can be
determined within 1 %.with accuracy of 5 %.
NOTE 10—With the loading apparatus described in 6.5, provisions can be made for taking target rod level readings directly on the center of the pile
or pile cap or center of the test plate to measure pile top movements as specified in 7.2.3. For tests on concrete piles, a hole is required in the center of
D5780 − 18
the test plate through which would extend a steel pin embedded in the top of the pile or pile cap. For tests on steel or timber piles, readings would be
taken on the test plate. To accommodate the target rod, a double test beam must be used with sufficient space between the beams and a hole must be left
through the platform. To permit sighting on the target rod, it may be necessary to leave a space between the test weights in line with the line of sight.
NOTE 7—Depending on the magnitude of the applied load and axial movement, platform stability may be difficult to control at or near a failure load
when applying the load directly. The user should consider using a different load method when anticipating a failure load.
NOTE 8—The loading apparatus described in 6.5 may allow target rod level readings directly on the center of the pile top or pile cap to measure the
pile top movement described in 7.2.4. To accommodate the target rod, use a double test beam with sufficient space between the beams, leave a hole
through the platform, and leave a line of sight between the test weights for survey level readings.
6.6 Other Types of Loading Apparatus (Optional)—Any other The Engineer may specify another type of loading apparatus
satisfying the basic requirements of 6.3 or 6.4 may be used.
7. Apparatus for Measuring Movement
7.1 General:
7.1.1 Reference beams and wirelines shall be supported independent of the loading system, with supports firmly embedded in
the ground at a clear distance from the test pile of at least five times the diameter of the test pile(s) but not less than 2.5 m [8 ft],
and at a clear distance from any anchor piles of at least five times the diameter of the anchor pile(s) but not less than 2.5 m [8
ft]. Reference supports shall also be located as far as practicable from any cribbing supports but not less than a clear distance of
2.5 m [8 ft].
7.1.2 All reference beams and wires shall be independently supported with supports firmly embedded in the ground at a clear
distance of not less than 8 ft (2.5 m) from the test pile and as far as practical from the anchor piles or cribbing. Reference beams
shall be sufficiently stiff have adequate strength, stiffness, and cross bracing to support the instrumentation such that excessive
variations (6 0.0004 in. (6 0.01 mm)) in readings do not occur. If steel reference beams are used, one test instrumentation and
minimize vibrations that may degrade measurement of the pile movement. One end of each beam shall be free to move
horizontallylaterally as the beam length changes with temperature variations. Reference beams and the exposed length of the test
pile shall be shielded from Supports for reference beams and wirelines shall be isolated from moving water and wave action.
Provide a tarp or shelter to prevent direct sunlight and exposure to the wind. Movement of the reference beams due to ambient
temperature variations can be minimized through the addition of thermal insulation to the reference beams.precipitation from
affecting the measuring and reference systems.
7.1.2 Reference and reaction beams shall each include one thermistor or other temperature-measuring device attached to each
beam at or near the dial gauge location or near the point of load application. The thermistor or other temperature-measuring device
shall be located and attached in a manner which will allow the measurement of the temperature of the reference and reaction beams.
7.1.3 Dial gages shall have at least a 1-in. (25-mm) travel; longer gauge stems or sufficient gauge blocks shall be provided and
electronic displacement indicators shall conform to ASME B89.1.10.M and should generally have a travel of 100 mm [4 in.], but
shall have a minimum travel of at least 50 mm [2 in.]. Provide greater travel, longer stems, or sufficient calibrated blocks to allow
for greater travel if anticipated. Gages Electronic indicators shall have a precision of at least 0.0001 in. (0.0025 mm). Smooth
bearing surfaces (such as glass) shall be provided for the gauge stemsreal-time display of the movement available during the test.
Provide a smooth bearing surface for the indicator stem perpendicular to the direction of gauge-stem travel.stem travel, such as
a small, lubricated, glass plate glued in place. Except as required in 7.4, indicators shall have minimum graduations of 0.25 mm
[0.01 in.] or less, with similar accuracy. Scales used to measure pile movements shall have a length no less than 150 mm [6 in.],
minimum graduations of 0.5 mm [0.02 in.] or less, with similar accuracy, and shall be read to the nearest 0.1 mm [0.005 in.].
Survey rods shall have minimum graduations of 1 mm [0.01 ft] or less, with similar accuracy, and shall be read to the nearest 0.1
mm [0.001 ft].
7.1.4 Dial indicators and electronic displacement indicators s
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