ASTM D1143/D1143M-07(2013)
(Test Method)Standard Test Methods for Deep Foundations Under Static Axial Compressive Load
Standard Test Methods for Deep Foundations Under Static Axial Compressive Load
SIGNIFICANCE AND USE
4.1 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, the amount of end bearing developed at the pile toe, and the long-term load-deflection behavior. A foundation designer 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 and a deflection at service load satisfactory to support a specific foundation. When performed as part of a multiple-pile test program, the designer may also use the results to assess the viability of different piling types and the variability of the test site.
4.2 If feasible, without exceeding the safe structural load on the pile(s) or pile cap, the maximum load applied should reach a failure load from which the Engineer may determine the ultimate axial static compressive load capacity of the pile(s). Tests that achieve a failure load may help the designer improve the efficiency of the foundation by reducing the piling length, quantity, or size.
4.3 If deemed impractical to apply axial test loads to an inclined pile, the Engineer may elect to use axial test results from a nearby vertical pile to evaluate the axial capacity of the inclined pile.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. 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.
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 actual performance and adequacy of piles use...
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Designation: D1143/D1143M − 07 (Reapproved 2013)
Standard Test Methods for
Deep Foundations 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.
1. Scope 1.6 A qualified engineer shall design and approve all load-
ing apparatus, loaded members, support frames, and test
1.1 The test methods described in this standard measure the
procedures. The text of this standard references notes and
axial deflection of a vertical or inclined deep foundation when
footnotes which provide explanatory material. These notes and
loaded in static axial compression. These methods apply to all
footnotes (excluding those in tables and figures) shall not be
deep foundations, referred to herein as piles, that function in a
considered as requirements of the standard. This standard also
manner similar to driven piles or cast-in-place piles, regardless
includes illustrations and appendices intended only for ex-
of their method of installation, and may be used for testing
planatory or advisory use.
single piles or pile groups. The test results may not represent
the long-term performance of a deep foundation.
1.7 The values stated in either SI units or inch-pound units
are to be regarded separately as standard. The values stated in
1.2 This standard provides minimum requirements for test-
each system may not be exact equivalents; therefore, each
ing deep foundations under static axial compressive load.
system shall be used independently of the other. Combining
Plans, specifications, and/or provisions prepared by a qualified
values from the two systems may result in non-conformance
engineer may provide additional requirements and procedures
with the standard.
as needed to satisfy the objectives of a particular test program.
The engineer in responsible charge of the foundation design,
1.8 The gravitational system of inch-pound units is used
referred to herein as the Engineer, shall approve any
when dealing with inch-pound units. In this system, the pound
deviations, deletions, or additions to the requirements of this
[lbf] represents a unit of force [weight], while the unit for mass
standard.
isslugs.Therationalizedslugunitisnotgiven,unlessdynamic
[F=ma] calculations are involved.
1.3 This standard allows the following test procedures:
Procedure A Quick Test 8.1.2 1.9 All observed and calculated values shall conform to the
Procedure B Maintained Test (Optional) 8.1.3
guidelines for significant digits and rounding established in
Procedure C Loading in Excess of Maintained Test (Optional) 8.1.4
Practice D6026.
Procedure D Constant Time Interval Test (Optional) 8.1.5
Procedure E Constant Rate of Penetration Test (Optional) 8.1.6
1.10 The method used to specify how data are collected,
Procedure F Constant Movement Increment Test (Optional) 8.1.7
calculated, or recorded in this standard is not directly related to
Procedure G Cyclic Loading Test (Optional) 8.1.8
theaccuracytowhichthedatacanbeappliedindesignorother
1.4 Apparatus and procedures herein designated “optional”
uses, or both. How one applies the results obtained using this
may produce different test results and may be used only when
standard is beyond its scope.
approved by the Engineer. The word “shall” indicates a
mandatory provision, and the word “should” indicates a
1.11 This standard does not purport to address all of the
recommended or advisory provision. Imperative sentences safety concerns, if any, associated with its use. It is the
indicate mandatory provisions.
responsibility of the user of this standard to establish appro-
priate safety and health practices and determine the applica-
1.5 A qualified geotechnical engineer should interpret the
bility of regulatory limitations prior to use.
test results obtained from the procedures of this standard so as
to predict the actual performance and adequacy of piles used in
2. Referenced Documents
the constructed foundation. See Appendix X1 for comments
2.1 ASTM Standards:
regarding some of the factors influencing the interpretation of
D653 Terminology Relating to Soil, Rock, and Contained
test results.
Fluids
ThistestmethodisunderthejurisdictionofASTMCommitteeD18onSoiland
RockandisthedirectresponsibilityofSubcommitteeD18.11onDeepFoundations. For referenced ASTM standards, visit the ASTM website, www.astm.org, or
Current edition approved June 15, 2013. Published July 2013. Originally contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
ε1
approved in 1950. Last previous edition approved in 2007 as D1143 – 07 . DOI: Standards volume information, refer to the standard’s Document Summary page on
10.1520/D1143_D1143M-07R13. the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D1143/D1143M − 07 (2013)
D3740 Practice for Minimum Requirements for Agencies deflection at service load satisfactory to support a specific
Engaged in Testing and/or Inspection of Soil and Rock as foundation. When performed as part of a multiple-pile test
Used in Engineering Design and Construction program, the designer may also use the results to assess the
D5882 Test Method for Low Strain Impact Integrity Testing viability of different piling types and the variability of the test
of Deep Foundations site.
D6026 Practice for Using Significant Digits in Geotechnical
4.2 If feasible, without exceeding the safe structural load on
Data
the pile(s) or pile cap, the maximum load applied should reach
D6760 Test Method for Integrity Testing of Concrete Deep
a failure load from which the Engineer may determine the
Foundations by Ultrasonic Crosshole Testing
ultimate axial static compressive load capacity of the pile(s).
2.2 American National Standards:
Tests that achieve a failure load may help the designer improve
ASME B30.1 Jacks
the efficiency of the foundation by reducing the piling length,
ASME B40.100 Pressure Gages and Gauge Attachments
quantity, or size.
ASME B89.1.10.M Dial Indicators (For Linear Measure-
4.3 If deemed impractical to apply axial test loads to an
ments)
inclined pile, the Engineer may elect to use axial test results
3. Terminology from a nearby vertical pile to evaluate the axial capacity of the
inclined pile.
3.1 Definitions—For common definitions of terms used in
this standard, see Terminology D653.
NOTE 1—The quality of the result produced by this test method is
dependent on the competence of the personnel performing it, and the
3.2 Definitions of Terms Specific to This Standard:
suitability of the equipment and facilities used. Agencies that meet the
3.2.1 cast in-place pile, n—a deep foundation unit made of
criteria of Practice D3740 are generally considered capable of competent
cement grout or concrete and constructed in its final location,
and objective testing/sampling/ inspection/etc. Users of this test method
are cautioned that compliance with Practice D3740 does not in itself
for example, drilled shafts, bored piles, caissons, auger cast
assure reliable results. Reliable results depend on many factors; Practice
piles, pressure-injected footings, etc
D3740 provides a means of evaluating some of those factors.
3.2.2 deep foundation, n— a relatively slender structural
element that transmits some or all of the load it supports to soil
5. Test Foundation Preparation
or rock well below the ground surface, such as a steel pipe pile
5.1 Excavateoraddfilltothegroundsurfacearoundthetest
or concrete drilled shaft
pile or pile group to the final design elevation unless otherwise
3.2.3 driven pile, n—a deep foundation unit made of pre-
approved by the Engineer.
formed material with a predetermined shape and size and
5.2 Cut off or build up the test pile as necessary to permit
typicallyinstalledbyimpacthammering,vibrating,or pushing.
construction of the load-application apparatus, placement of
3.2.4 failureload,n—forthepurposeofterminatinganaxial
the necessary testing and instrumentation equipment, and
compressive load test, the test load at which rapid continuing,
observation of the instrumentation. Remove any damaged or
progressive movement occurs, or at which the total axial
unsound material from the pile top and prepare the surface so
movement exceeds 15 % of the pile diameter or width, or as
thatitisperpendiculartothepileaxiswithminimalirregularity
specified by the engineer.
to provide a good bearing surface for a test plate.
3.2.5 telltale rod, n—an unstrained metal rod extended
5.3 For tests of single piles, install a solid steel test plate at
through the test pile from a specific point to be used as a
least 25 mm [1 in.] thick perpendicular to the long axis of the
reference from which to measure the change in the length of
test pile that covers the complete pile top area. The test plate
the loaded pile.
shall span across and between any unbraced flanges on the test
3.2.6 wireline, n—a steel wire mounted with a constant
pile.
tensionforcebetweentwosupportsandusedasareferenceline
5.4 For tests on pile groups, cap the pile group with
to read a scale indicating movement of the test pile.
steel-reinforced concrete or a steel load frame designed for the
anticipated loads. Provide a clear space beneath the pile cap as
4. Significance and Use
specified by the Engineer to eliminate any bearing on the
4.1 Field tests provide the most reliable relationship be-
underlying ground surface. For each loading point on the pile
tween the axial load applied to a deep foundation and the
cap, provide a solid steel test plate oriented perpendicular to
resulting axial movement. Test results may also provide
the axis of the pile group with a minimum thickness of 25 mm
information used to assess the distribution of side shear
[1 in.], as needed to safely apply load to the pile cap. Center a
resistance along the pile shaft, the amount of end bearing
single bearing plate on the centroid of the pile group. Locate
developed at the pile toe, and the long-term load-deflection
multiple bearing plates symmetrically about the centroid of the
behavior.Afoundationdesignermayevaluatethetestresultsto
pile group. Boxes and beams may bear directly on the pile cap
determine if, after applying an appropriate factor of safety, the
when designed to bear uniformly along their contact surface
pile or pile group has an ultimate static capacity and a
with the cap.
5.5 To minimize stress concentrations due to minor irregu-
Available from American Society of Mechanical Engineers (ASME), ASME
larities of the pile top surface, set test plates bearing on the top
International Headquarters, Three Park Ave., New York, NY 10016-5990, http://
www.asme.org. of precast or cast-in-place concrete piles in a thin layer of
D1143/D1143M − 07 (2013)
quick-setting, non-shrink grout, less than 6 mm [0.25 in.] thick 6.1.6 A qualified engineer shall design and approve all
and having a compressive strength greater than the test pile at loading apparatus, loaded members, support frames, and load-
the time of the test. Set test plates, boxes, and beams designed ing procedures. The test beam(s), load platforms, and support
to bear on a concrete pile cap in a thin layer of quick-setting, structures shall have sufficient size, strength, and stiffness to
non-shrink grout, less than 6 mm [0.25 in.] thick and having a
prevent excessive deflection and instability up to the maximum
compressivestrengthgreaterthanthepilecapatthetimeofthe anticipated test load.
test. For tests on steel piles, or a steel load frame, weld the test
NOTE 3—Rotations and lateral displacements of the test pile or pile cap
plate to the pile or load frame. For tests on individual timber
may occur during loading, especially for piles extending above the soil
piles,setthetestplatedirectlyonthecleanlycuttopofthepile,
surface or through weak soils. Design and construct the support reactions
or in grout as described for concrete piles.
to resist any undesirable rotations or lateral displacements
NOTE 2—Deep foundations sometimes include hidden defects that may
6.2 Hydraulic Jacks, Gages, Transducers, and Load Cells:
go unnoticed prior to the static testing. Low strain integrity tests as
6.2.1 The hydraulic jack(s) and their operation shall con-
described in D5882 and ultrasonic crosshole integrity tests as described in
form to ASME B30.1 Jacks and shall have a nominal load
D6760 may provide a useful pre-test evaluation of the test foundation.
capacity exceeding the maximum anticipated jack load by at
least 20 %. The jack, pump, and any hoses, pipes, fittings,
6. Apparatus for Applying and Measuring Loads
gages, or transducers used to pressurize it shall be rated to a
6.1 General:
safe pressure corresponding to the nominal jack capacity.
6.1.1 The apparatus for applying compressive loads to a test
6.2.2 The hydraulic jack ram(s) shall have a travel greater
pile or pile group shall conform to one of the methods
than the sum of the anticipated maximum axial movement of
described in 6.3–6.6 Unless otherwise specified by the
the pile plus the deflection of the test beam and the elongation
Engineer, the apparatus for applying and measuring loads
andmovementofanyanchoringsystem,butnotlessthan15%
described in this section shall be capable of safely applying at
of the average pile diameter or width. Use a single high-
least 120 % of the maximum anticipated test load. Use the
capacity jack when possible. When using a multiple jack
method described in 6.3 to apply axial loads to either vertical
system, provide jacks of the same make, model, and capacity,
or inclined piles or pile groups. Use the methods described in
and supply the jack pressure through a common manifold. Fit
6.4-6.6 to apply only vertical loads.
the manifold and each jack with a pressure gage to detect
6.1.2 Alignthetestloadapparatuswiththelongitudinalaxis
malfunctions and imbalances.
of the pile or pile group to minimize eccentric loading. When
6.2.3 Unlessotherwisespecified,thehydraulicjack(s),pres-
necessary to prevent lateral deflection and buckling along the
suregage(s),andpressuretransducer(s)shallhaveacalibration
unsupported pile length, provide lateral braces that do not
toatleastthemaximumanticipatedjackloadperformedwithin
influence the axial movement of the pile, or pile cap.
the six months prior to each test or series of tests. Furnish the
6.1.3 Each jack shall include a hemispherical bearing or
calibrati
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