ASTM D1143/D1143M-20

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.
´1
Designation: D1143/D1143M − 07 (Reapproved 2013) D1143/D1143M − 20
Standard Test Methods for
Deep Foundations Foundation Elements Under Static Axial
Compressive Load
This standard is issued under the fixed designation D1143/D1143M; 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.
This standard has been approved for use by agencies of the U.S. Department of Defense.
ε NOTE—Editorially corrected the title of Figure 2 in June 2018.
1. Scope Scope*
1.1 The test methods described in this standard measure the axial deflection of a an individual vertical or inclined deep foundation
element or group of elements when loaded in static axial compression. These methods apply to all deep foundations, types of deep
foundations, or deep foundation systems as they are practical to test. The individual components of which are referred to herein
as piles,elements that function as, or in a manner similar to driven piles or cast-in-place piles, to, drilled shafts, cast-in-place piles
(augered cast-in-place piles, barrettes, and slurry walls), driven piles, such as pre-cast concrete piles, timber piles or steel sections
(steel pipes or wide flange beams) or any number of other element types, regardless of their method of installation, and installation.
Although the test methods may be used for testing single piles or pile groups. Theelements or element groups, the test results may
not represent the long-term performance of a deep foundation.the entire deep foundation system.
1.2 This standard provides minimum requirements for testing deep foundations foundation elements 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,design
referred to herein as the Engineer,engineer, shall approve any deviations, deletions, or additions to the requirements of this
standard. (Exception: the test load applied to the testing apparatus shall not exceed the rated capacity established by the engineer
who designed the testing apparatus).
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
1.3 Apparatus and procedures herein designated “optional” may produce different test results and may be used only when
approved by the Engineer.engineer. The word “shall” indicates a mandatory provision, and the word “should” indicates a
recommended or advisory provision. Imperative sentences indicate mandatory provisions.
This test method is under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.11 on Deep Foundations.
Current edition approved June 15, 2013Sept. 15, 2020. Published July 2013October 2020. Originally approved in 1950. Last previous edition approved in 2007 as D1143 –
ε1
07 (2013) . DOI: 10.1520/D1143_D1143M-07R13E01.10.1520/D1143_D1143M-20.
*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
D1143/D1143M − 20
1.4 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 pileselements used in the constructed foundation. See Appendix X1 for comments
regarding some of the factors influencing the interpretation of test results.
1.5 A qualified engineer (qualified to perform such work) shall design and approve all loading apparatus, loaded members, support
frames, and and support frames. The geotechnical engineer shall design or specify the 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 appendices intended
only for explanatory or advisory use.
1.6 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 aremay not necessarilybe exact equivalents; therefore, to ensure conformance with the standard, each system shall be
used independently of the other, andother. Combining values from the two systems shall not be combined.may result in
non-conformance with the standard.
1.7 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 slugs.slug. The rationalized slug unit is not given, unless dynamic
[F=ma] calculations are involved.
1.8 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice
D6026.
1.8.1 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 data.
1.9 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.
1.10 The text of this standard references notes and footnotes that provide explanatory material. These notes and footnotes
(excluding those in tables and figures) shall not be considered as requirements of the standard.
1.11 This standard offers an organized collection of information or a series of options and does not recommend a specific course
of action. This document cannot replace education or experience and should be used in conjunction with professional judgment.
Not all aspects of this standard may be applicable in all circumstances. This ASTM standard is not intended to represent or replace
the standard of care by which the adequacy of a given professional service must be judged, nor should this document be applied
without consideration of a project’s many unique aspects. The word “Standard” in the title of this document means only that the
document has been approved through the ASTM consensus process.
1.12 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility
of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of
regulatory limitations prior to use.
1.13 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.
2. Referenced Documents
2.1 ASTM Standards:
For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
D1143/D1143M − 20
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
D6760 Test Method for Integrity Testing of Concrete Deep Foundations by Ultrasonic Crosshole Testing
D7949 Test Methods for Thermal Integrity Profiling of Concrete Deep Foundations
D8169 Test Methods for Deep Foundations Under Bi-Directional Static Axial Compressive Load
2.2 American National Standards:
ASME B30.1 Jacks
ASME B40.100 Pressure GagesGauges and Gauge Attachments
ASME B89.1.10.M Dial Indicators (For Linear Measurements)
3. Terminology
3.1 Definitions—DefinitionsFor—For common definitions of common technical terms used in this standard, see refer to
Terminology D653.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 anchor, n—a device or deep foundation element or elements designed to resist the upward movement.
3.2.2 cast in-place cast-in-place pile, n—a deep foundation unitelement made of cement grout or concrete and constructed in its
final location, for example, drilled shafts, bored piles, caissons, auger castaugered cast-in-place piles, pressure-injected footings,
etcetc.
3.2.3 deep foundation, foundation element, n— a relatively slender structural element that transmits some or all of the load it
supports to soil or rock well below the ground surface, such as a steel pipe pile or concreteconcrete-filled drilled shaftshaft.
3.2.4 driven pile, n—a deep foundation unitelement made of preformed material with a predetermined shape and size and typically
installed by impact hammering, vibrating, or pushing.jacking.
3.2.5 failure load, n—for the purpose of terminating an axial compressive load test, the test load at which rapid continuing,
progressive movement occurs, or at which the total axial movement exceeds 15 % of the pileelement diameter or width, or as
specified by the engineer.
3.2.6 gage or gauge, n—an instrument used for measuring load, pressure, displacement, strain or such other physical properties
associated with load testing as may be required.
3.2.7 telltale rod, n—an unstrained metal rod extended through the test pileelement from a specific point to be used as a reference
from which to measure the change in the length of the loaded pile.element.
3.2.8 toe, n—the bottom of a deep foundation element, sometimes referred to as tip or base.
3.2.9 wireline, n—a steel wire mounted with a constant tension force between two supports and used as a reference line to read
a scale indicating movement of the test pile.element.
4. Summary of Test Method
4.1 This standard provides minimum requirements for testing deep foundation elements under static axial compressive load. The
test is a specific type of test, most commonly referred to as deep foundation load testing or static load testing. This standard is
confined to test methods for loading a deep foundation element or elements from the top, in the downward direction. The loading
requires structural elements be constructed that resist upward movement, often referred to collectively as a reaction system. The
principal measurements taken in addition to load are displacements.
Available from American Society of Mechanical Engineers (ASME), ASME International Headquarters, Three Park Ave., New York, NY 10016-5990, http://
www.asme.org.
D1143/D1143M − 20
4.2 This standard allows the following test procedures:
Procedure A Quick Test 9.1.2
Procedure B Maintained Test (optional) 9.1.3
Procedure C Constant Rate of Penetration Test (optional) 9.1.4
5. Significance and Use
5.1 Field tests provide the most reliable relationship between the axial load applied to a deep foundation and the resulting axial
movement. Test results may also provide information used to assess the distribution of side shear resistance along the pile shaft,
element, the amount of end bearing developed at the pileelement toe, and the long-term load-deflection behavior. A foundation
designer The engineer may evaluate the test results to determine if, after applying an appropriate factor of safety, the pile or pile
group has an ultimate static capacity appropriate factors, the element or group of elements has a static capacity, load response and
a deflection at service load satisfactory to support a specific the foundation. When performed as part of a multiple-pilemultiple-
element test program, the designerengineer may also use the results to assess the viability of different piling types sizes and types
of foundation elements and the variability of the test site.
5.2 If feasible, and without exceeding the safe structural load on the pile(s) or pile cap, element or element cap (hereinafter unless
otherwise indicated, “element” and “element group” are interchangeable as appropriate), the maximum load applied should reach
a failure load from which the Engineerengineer may determine the ultimate axial static compressive load capacity of the
pile(s).element. Tests that achieve a failure load may help the designerengineer improve the efficiency of the foundation design by
reducing the piling foundation element length, quantity, or size.
5.3 If deemed impractical to apply axial test loads to an inclined pile,element, the Engineerengineer may elect to use axial test
results from a nearby vertical pileelement to evaluate the axial capacity of the inclined pile.element. Or, the engineer may elect
to use a bi-directional axial test on an inclined element (Test Methods D8169).
NOTE 1—The quality of the result produced by this test method is dependent on the competence of the personnel performing it, and the suitability of the
equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective
testing/sampling/ inspection/etc. inspection/and the like. Users of this test method 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.
5.4 Different loading test procedures may result in different load-displacement curves. The Quick Test (10.1.2) and Constant Rate
of Penetration Test (10.1.4) typically can be completed in a few hours. Both are simple in concept, loading the element relatively
quickly as load is increased. The Maintained Test (10.1.3) loads the element in larger increments and for longer intervals which
could cause the test duration to be significantly longer. Because of the larger load increments the determination of the failure load
can be less precise, but the Maintained Test is thought to give more information on creep settlements (settlement due to
consolidation is beyond the capability of the test procedures described in this standard). Although control of the Constant Rate of
Penetration Test is somewhat more complicated (and uncommon for large diameter or capacity elements), the test may produce
the smoothest curve and thus the best possible definition of capacity. The engineer must weigh the complexity of the procedure
and other limitations against any perceived benefit of a smoother curve.
5.5 The scope of this standard does not include analysis for foundation capacity, but in order to analyze the test data appropriately
it is important that information on factors that affect the derived mobilized axial static capacity are properly documented. These
factors may include, but are not limited to the following:
5.5.1 Potential residual loads in the element which could influence the interpreted distribution of load at the element tip and along
the element shaft.
5.5.2 Possible interaction of friction loads from test element with upward friction transferred to the soil from anchor elements
obtaining part or all of their support in soil at levels above the tip level of the test element.
5.5.3 Changes in pore water pressure in the soil caused by element driving, construction fill, and other construction operations
which may influence the test results for frictional support in relatively impervious soils such as clay and silt.
5.5.4 Differences between conditions at time of testing and after final construction such as changes in grade or groundwater level.
D1143/D1143M − 20
5.5.5 Potential loss of soil supporting the test element from such activities as excavation and scour.
5.5.6 Possible differences in the performance of an element in a group or of an element group from that of a single isolated
element.
5.5.7 Effect on long-term element performance of factors such as creep, environmental effects on element material, negative
friction loads not previously accounted for, and strength losses.
5.5.8 Type of structure to be supported, including sensitivity of structure to settlements and relation between live and dead loads.
5.5.9 Special testing procedures which may be required for the application of certain acceptance criteria or methods of
interpretation.
5.5.10 Requirement that non-tested element(s) have essentially identical conditions to those for tested element(s) including, but
not limited to, subsurface conditions, element type, length, size and stiffness, and element installation methods and equipment so
that application or extrapolation of the test results to such other elements is valid.
6. Test Foundation Preparation
6.1 Excavate or add fill to the ground surface around the test pile or pile group element to the final design elevation unless
otherwise approved by the Engineer.engineer.
6.2 Cut off or build up the test pileelement as necessary to permit construction of the load-application apparatus, placement of the
necessary testing and instrumentation equipment, and observation of the instrumentation. Remove any damaged or unsound
material from the pileelement top and prepare the surface so that it is perpendicular to the pileelement axis with minimal
irregularity to provide a good bearing surface for a test plate.
6.3 For tests of single piles,elements, install a solid steel test plate at least 25 mm [1 in.] thick perpendicular to the long axis of
the test pileelement that covers the complete pileelement top area. The test plate shall span across and between any unbraced
flanges on the test pile.element. Thicker plates may be required for larger elements or imperfect or rough element tops.
6.4 For tests on pileelement groups, cap the pileelement group with steel-reinforced concrete or a steel load frame designed for
the anticipated loads. loads by the structural engineer. Provide a clear space beneath the pileelement cap as specified by the
Engineerengineer to eliminate any bearing on the underlying ground surface. For each loading point on the pileelement cap,
provide a solid steel test plate oriented perpendicular to the axis of the pileelement group with a minimum thickness of 25 mm
[1 in.], as needed to safely apply load to the pileelement cap. Center a single bearing plate on the centroid of the pileelement group.
Locate multiple bearing plates symmetrically about the centroid of the pileelement group. Boxes and beams may bear directly on
the pileelement cap when designed to bear uniformly along their contact surface with the cap.
6.5 To minimize stress concentrations due to minor irregularities of the pileelement top surface, set test plates bearing on the top
of precast or cast-in-place concrete pileselements in a thin layer of quick-setting, non-shrink grout, less than 6 mm [0.25 in.] thick
and having a compressive strength greater than the test pileelement at the time of the test. Set test plates, boxes, and beams
designed to bear on a concrete pileelement cap in a thin layer of quick-setting, non-shrink grout, less than 6 mm [0.25 in.] thick
and having a compressive strength greater than the pileelement cap at the time of the test. For tests on steel piles,elements, or a
steel load frame, weld the test plate to the pileelement or load frame. For tests on individual timber piles,elements, set the test plate
directly on the cleanly cut top of the pile,element, or in grout as described for concrete piles.elements.
NOTE 2—Deep foundations sometimes include hidden defects that may go unnoticed prior to the static testing. Low strain integrity tests as described in
D5882 and , ultrasonic crosshole integrity tests as described in D6760, and thermal integrity profiling as described in Test Methods D7949 may provide
a useful pre-test evaluation of the test foundation.
NOTE 3—When testing a cast-in-place concrete element such as a drilled shaft, the size, shape, material composition and properties of the element can
influence the element capacity and the interpretation of strain measurements described in Section 9.
D1143/D1143M − 20
7. Safety Requirements
7.1 All operations in connection with element load testing shall be carried out in such a manner so as to minimize, avoid, or
eliminate the exposure of people to hazard. The following safety rules are in addition to general safety requirements applicable
to construction operations:
7.1.1 Keep all test and adjacent work areas, walkways, platforms, and the like, clear of scrap, debris, small tools, and
accumulations of snow, ice, mud, grease, oil, or other slippery substances.
7.1.2 Provide timbers, blocking and cribbing materials made of quality material and in good serviceable condition with flat
surfaces and without rounded edges.
7.1.3 Hydraulic jacks shall be equipped with hemispherical bearings or shall be in complete and firm contact with the bearing
surfaces and shall be aligned with axis of loading so as to avoid eccentric loading.
7.1.4 Loads shall not be hoisted, swung, or suspended over any person and shall be controlled by tag lines.
7.1.5 For tests on inclined elements, all inclined jacks, bearing plates, test beam(s), or frame members shall be firmly fixed into
place or adequately blocked to prevent slippage upon release of load.
7.1.6 All reaction loads shall be stable and balanced. When using loading method in 8.4, safety wedges shall be in place at all times
to prevent the platform from tipping. During testing, movements of the reaction load or system should be monitored to detect
impending unstable conditions.
7.1.7 All test beams, reaction frames, platforms, and boxes shall be adequately supported at all times.
7.1.8 Only authorized personnel shall be permitted within the immediate test area, and only as necessary to monitor test
equipment. The overall load test plan should include all provisions and systems necessary to minimize or eliminate the need for
personnel within the immediate test area. All reasonable effort shall be made to locate pumps, load cell readouts, data loggers, and
test monitoring equipment at a safe distance away from jacks, loaded beams, weighted boxes, dead weights, and their supports and
connections.
8. Apparatus for Applying and Measuring Loads
8.1 General:
8.1.1 The apparatus for applying compressive loads to a test pile or pile group element shall conform to one of the methods
described in 6.38.3–6.68.6 Unless otherwise specified by the Engineer, the . 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. designed in
accordance with recognized standards by a qualified engineer who shall clearly define the maximum allowable load that can be
safely applied. Use the method described in 6.38.3 to apply axial loads to either vertical or inclined piles or pile groups. elements.
Use the methods described in 6.48.4-6.6 to apply only vertical loads.
8.1.2 Align the test load apparatus with the longitudinal axis of the pile or pile group element to minimize eccentric loading. When
necessary to prevent lateral deflection and buckling along the unsupported pileelement length, provide lateral braces that do not
influence the axial movement of the pile,element, or pileelement cap.
8.1.3 Each jack shall include a hemispherical bearing or similar device to minimize lateral loading of the pileelement 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,element, or test pileelement cap.
8.1.4 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 pileelement or pileelement 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,element, or pileelement cap. Bearing plates shall extend
the full flange width of steel beams and the complete top area of piles,elements, or as specified by the Engineer, structural engineer,
so as to provide full bearing and distribution of the load.
D1143/D1143M − 20
8.1.5 Unless otherwise specified, 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 °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 °,45°, or per manufacturer recommendations. Bearing plates shall 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. These bearing plates are additive to plates described
in Section 6.
8.1.6 A qualified engineer shall design andor approve all aspects of the loading apparatus, including loaded members, support
frames, reaction piles (if used), instruments and loading procedures. The test beam(s), load platforms, and support structures shall
have sufficient size, strength, and stiffness to prevent excessive deflection and instability up to the maximum anticipated test load.
NOTE 4—Rotations and lateral displacements of the test pileelement or pileelement cap may occur during loading, especially for pileselements extending
above the soil surface or through weak soils. Design and construct the support reactions reactions, loading apparatus and equipment to resist any
undesirable or possibly dangerous rotations or lateral displacements displacements. Monitor these displacements during the test and immediately halt test
if undesirable rotations or lateral displacements occur.
8.2 Hydraulic Jacks, Gages, Transducers, and Load Cells:
8.2.1 The hydraulic jack(s) and their operation shall conform to ASME B30.1 JacksJack(s) and load cell(s) shall have a nominal
load capacity exceeding the maximum anticipated jacktest load by at least 20 %. The jack, pump, and any hoses, pipes, fittings,
gages, or transducers used to pressurize it shall be rated to a safe pressure corresponding to the nominal jack capacity.
8.2.2 The hydraulic jack ram(s) jack(s) shall have a ram (piston, rod) travel greater than the sum of the anticipated maximum axial
movement of the pileelement plus the deflection of the test beam and the elongation and movement of any anchoring system, but
not less than 15 % 15 % of the average pile diameter or width. element diameter or width (or any other specified and approved
displacement requirement). 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 gage to detect malfunctions and imbalances.
8.2.3 Unless otherwise specified, the hydraulic jack(s), pressure gage(s), and pressure transducer(s) shall have a calibrationeach
be calibrated 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 the test. Each report shall include the ambient temperature and
individual calibrations shall be performed for multiple discrete ram strokes up to the maximum stroke of the jack.
8.2.4 Each complete jacking and pressure measurement system, including the hydraulic pump, should be calibrated as a unit when
practicable. The hydraulic jack(s) shall be calibrated over the complete range of ram travel for increasing and decreasing applied
loads. If two or more jacks are to be used to apply the test load, they shall be of the same make, model, and size, connected to
a common manifold and pressure gage, 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 gages, and pressure transducers separately, and each of these components shall have accuracy within 2 % of the applied
load.
8.2.5 Pressure gages shall have minimum graduations less than or equal to 1 % of the maximum applied load and shall conform
to ASME B40.100 Pressure GagesGauges 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 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.
8.2.6 If the maximum test load will exceed 900 kN [100 tons], place a properly constructedPlace a properly situated load cell or
equivalent device in series with each hydraulic jack. Unless otherwise specified, the load cell(s)cell 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) cell 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 gages located in
close proximity to the jack to confirm the applied load.
D1143/D1143M − 20
8.2.7 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.
8.3 Load Applied by Hydraulic Jack(s) Acting Against Anchored Reaction Frame (See Fig. 1 and Fig. 2):
8.3.1 Apply the test load to the pile or pile group element with the hydraulic jack(s) reacting against the test beam(s) centered over
the test pile, or pile group. element. Install a sufficient number of anchor piles anchors or suitable anchoring device(s)devices to
provide adequate reactive capacity for the test beam(s). Provide a clear distance from the test pile or pile group element of at least
five times the maximum diameter of the largest anchor or test pile(s),element(s), but not less than 2.5 m [8 ft]. The
Engineerengineer 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 effectaffect the test results.
NOTE 5—Excessive vibrations during anchor pileelement installation in non-cohesive soils may affect test results. Anchor pileselements that penetrate
deeper than the test pileelement may affect test results. Install the anchor pileselements nearest the test pileelement first to help reduce installation effects.
8.3.2 Provide sufficient clearance between the bottom flange(s) of the test beam(s) and the top of the test pile or pile group element
to place the necessary bearing plates, hydraulic 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.
8.3.3 When testing individual inclined piles,elements, align the jack(s), test beam(s), and anchor pileselements with the inclined
longitudinal axis of the test pile. element.
8.3.4 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 or excessive elongation of the connections under
maximum required test load.
8.4 Load Applied by Hydraulic Jack(s) Acting Against a Weighted Box or Platform (Kentledge Type) (Fig. 3):
8.4.1 This apparatus is typically used to test lightly loaded foundation elements. It is not common to test more heavily loaded
elements due to practical and possible safety concerns.
FIG. 1 Schematic of Hydraulic Jack Acting Againston an Element Acting against Anchored Reaction Frame
D1143/D1143M − 20
FIG. 2 Schematic of Hydraulic Jack on a Pilean Element Group Acting Againstagainst Anchored Reaction Frame
FIG. 3 Schematic Hydraulic Jack Acting Against on an Element Acting against a Weighted Box or Platform
8.4.2 Apply the test load to the pile or pile group element with the hydraulic jack(s) reacting against the test beam(s) centered over
the test pile, or pile group. element. Center a box or platform box, platform, or stackable weights (such as square concrete blocks)
on the test beam(s) with the edges of the box or platform parallel to the test beam(s) supported by cribbing or pileselements placed
as far from the test pile or pile group element as practicable, but in no case less than a clear distance of 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.
D1143/D1143M − 20
8.4.3 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 element 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.
8.4.4 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 maximum anticipated test load. A suitable
material must also be sufficiently uniform so that the weight distribution throughout the box is either uniform or at least centered.
8.5 Load Applied Directly Using Known Weights (See Fig. 43, Fig. 5, and Fig. 64):
8.5.1 Center on the test pileelement or pileelement 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 (wedges) if necessary to stabilize the beam(s).
Alternatively, the known test weights or loading material may be applied directly on the pileelement or pileelement cap.
8.5.2 Center and balance a platform of known weight on the test beam(s) or directly on the pileelement cap with overhanging
edges of the platform parallel to the test beam(s) supported by cribbing or by pileselements capped with timber beams, so that a
clear distance of not less than 1.5 m [5 ft] is maintained between the supports and the test pile or pile group. element.
8.5.3 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.
8.5.4 Apply the test loads to the pile or pile group element 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. stable, but not so that an undue fraction of the total load is transferred to the wedges. Use loading materials such
as steel or concrete so that the weight of incremental loads can be determined with accuracy of at least 5 %.
NOTE 6—The method described in 8.5 may not be appropriate for higher capacity elements. 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. that a failure load will be applied and when larger elements are tested.
NOTE 7—The loading apparatus described in 6.58.5 may allow target rod level readings directly on the center of the pileelement top or pileelement cap
to measure the pileelement top movement described in 7.2.49.2.4. 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.
8.6 Other Types of Loading Apparatus (Optional)—The Engineerengineer may specify another type of loading apparatus
satisfying the basic requirements of 6.38.3 orto 6.48.5.
9. Apparatus for Measuring Movement and Strain
9.1 General:
FIG. 4 Schematic of Direct Loading on a Single Pile Using Weighted Platforman Element Group
FIG. 5 Schematic of Direct loading on a Pile Group Using a Weighted Platform
FIG. 6 Schematic of Direct Loading on a Pile Group
D1143/D1143M − 20
9.1.1 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 pileelement 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 element, and at least five times the diameter of the anchor pile(s)element,
but not less than 2.5 m [8 ft]. ft] clear distance from any anchor element. Reference supports shall also be located as far as
practicable from any cribbing supports but supports, not less than a clear distance of 2.5 m [8 ft]. The clear distance between the
test element and reference supports may be decreased to no less than three diameters under certain circumstance, if, the engineer
understands the possible negative effects and if, the reference beam or wireline supports are monitored at least periodically during
the test.
9.1.2 Reference beams shall may be monolithic, such as a wide flange section, or composed of many materials, such as wood in
the form of a wood truss. However, any reference beam shall be designed to minimize vertical movement of its center during the
test due to heat or moisture (humidity changes or periodic rain). Reference beams shall have adequate strength, stiffness, and cross
bracing to support the test instrumentation and minimize vibrations and movement that may degrade measurement of the
pileelement movement. One end of each beam shall be free to move laterally as the beam length changes with temperature
variations. 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 precipitation from affecting the measuring systems and reference systems. In order to verify
beam stability, monitor the gages affixed to the beam for an appropriate period of time prior to loading. To avoid delay, begin this
monitoring as soon as practical prior to setting up other testing components. Make adjustments as needed.
9.1.3 Dial and electronic displacement indicators shall conform to ASME B89.1.10.M and B89.1.10.M. Indicators used to measure
top of element displacement should generally have a travel of 100150 mm [4[6 in.], but shall have a minimum travel of at least
50 mm [2 in.]. Indicators used to measure element compression (see 9.4) shall have a travel of at least 25 mm [1 in.]. Provide
greater travel, longer stems, or sufficient calibrated blocks to allow for greater travel if anticipated. Electronic All of the electronic
indicators shall have a real-time display of the movement available during the test. test whether directly on each indicator or
collectively through a data logger or multiplexor output or computer. 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. Except as required inIndicators
used to measure 7.4, indicators top of element displacement 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.], Survey rods shall have
minimum graduations of 0.51 mm [0.02 in.][0.01 ft] or less, with similar accuracy, and shall be read to the nearest 0.1 mm [0.005
in.]. Survey rods [0.001 ft]. Displacement indicators used for measuring element compression (see 9.4shall have ) shall have a
travel of at least 25 mm [1 in.] and minimum graduations of 10.01 mm [0.01 ft][0.0005 in.] or less, with similar accuracy, accuracy
or better, and shall be read to the nearest 0.1 mm [0.001 ft]. graduation or less.
9.1.4 Dial indicators and electronic displacement indicators shall be in good working condition and shall have a full range
calibration within three yearsone year prior to each test or series of tests. Furnish calibration reports prior to performing a test,
including the ambient air temperature during calibrationcalibration.
9.1.5 Clearly identify each displacement indicator, scale, and reference point used during the test with a reference number or letter.
9.1.6 Indicators, scales, or reference points attached to the test pile, pileelement, element cap, reference beam, or other references
shall be firmly affixed to prevent movement relative to the test pileelement or pileelement cap during the test. Unless otherwise
approved by the Engineer,engineer, verify that reference beam and wireline supports do not move during the test by using a
surveyor’s level to take readings on a survey rod or a scale with reference to a permanent bench mark benchmark located outside
of the immediate test area.area, for example, in excess of ten times the largest cross-sectional dimension of the foundation element,
as practical.
9.2 Pile Top of Element Axial Movements (See(see Fig. 75):
9.2.1 Unless otherwise specified, all axial compressive load tests shall include apparatus for measuring the axial movement of the
test pileelement top, or pileselements within a group, or the pile group cap. This apparatus shall include a primary measurement
system and at least one redundant, secondary system, using at least two of the systems described herein. If loading elements within
a test group, either with a minimal cap or no cap, it may be necessary to measure some or all individual element tops.
NOTE 8—When possible use displacement indicators as the primary system to obtain the most precise measurements. Use the redundant system(s) to check
top movement data and provide continuity when the measuring system is disturbed or reset for additional movement.
NOTE 9—PileElement top movements measured directly on the test pileelement have superior accuracy to measurements on the test plate, but with
D1143/D1143M − 20
FIG. 75 Schematic of Suggested I
...