ASTM D3689/D3689M-22

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.
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Designation: D3689/D3689M − 07 (Reapproved 2013) D3689/D3689M − 22
Standard Test Methods for
Deep Foundations Foundation Elements Under Static Axial
Tensile Load
This standard is issued under the fixed designation D3689/D3689M; 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.
ε NOTE—Designation was editorially corrected to match units information in June 2013.
1. 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 tension. 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. A summary of the test methods
is contained in Section 4.
1.2 This standard provides minimum requirements for testing deep foundations foundation elements under static axial tensile load.
Plans, Project plans, specifications, provisions, or any combination thereof 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 foundation engineer, shall approve any deviations, deletions, or additions to the
requirements of this standard. (Exception: the test load applies 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 Test Section
A Quick Test 8.1.2
B Maintained Test (optional) 8.1.3
C Loading in Excess of Maintained Test (optional) 8.1.4
D Constant Time Interval Test (optional) 8.1.5
E Constant Rate of Uplift Test (optional) 8.1.6
F Cyclic Loading Test (optional) 8.1.7
1.3 Apparatus and procedures herein designated “optional” may produce different test results and may be used only when
approved by the foundation engineer. The word “shall” indicates a mandatory provision, and the word “should” indicates a
recommended or advisory provision. Imperative sentences indicate mandatory provisions.
These test methods are under the jurisdiction of ASTM Committee D18 on Soil and Rock and are the direct responsibility of Subcommittee D18.11 on Deep Foundations.
Current edition approved June 15, 2013Jan. 1, 2022. Published July 2013February 2022. Originally approved in 1978. Last previous edition approved in 20072013 as
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D3689 – 07.D3689 – 07(2013) . DOI: 10.1520/D3689_D3689M-07R13.10.1520/D3689_D3689M-22.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D3689/D3689M − 22
1.4 A qualified geotechnical The foundation 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 An engineer qualified to perform such work shall design and approve all loading apparatus, loaded
members, support frames, and and support frames. The foundation 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 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. The procedure 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 ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item
mentioned in this standard. Users 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 are expressly advised that determination of the validity of any such
patent rights, and the risk of infringement of such rights, are entirely their own responsibility.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.
1.11 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.
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.
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
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.
D3689/D3689M − 22
D5882 Test Method for Low Strain Impact Integrity Testing of Deep Foundations
D6026 Practice for Using Significant Digits and Data Records 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/D8169M Test Methods for Deep Foundations Under Bi-Directional Static Axial Compressive Load
2.2 American National ASME Standards:
ASME B30.1 Jacks
ASME B40.100 Pressure Gages and Gauge Attachments
ASME B89.1.10.M Dial Indicators (For Linear Measurements)
3. Terminology
3.1 Definitions—For common definitions of common technical terms used in this standard see standard, refer to Terminology
D653.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 cast in-place pile, n—a deep foundation unitelement made of cement grout or concrete and constructed in its final location,
e.g. for example, drilled shafts, bored piles, caissons, auger castaugered cast-in-place piles, pressure-injected footings, etc.
3.2.2 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 shaft.
3.2.3 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.
3.2.4 failure load, n—for the purpose of terminating an axial tensile load test,the the test load at which continuing, progressive
movement occurs, or at which the total axial movement exceeds 15 % of the pile diameter or width, or as the value specified by
the engineer. foundation engineer.
3.2.5 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.
3.2.6 reaction, n—a device or deep foundation element or elements designed to provide resistance in the opposite direction of the
test load.
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 tensile 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 upward direction. The loading requires
devices or structural elements be constructed that resist downward movement, often referred to collectively as a reaction system.
The principal measurements taken in addition to load are displacements.
4.2 This standard allows the following test procedures:
Available from American Society of Mechanical Engineers (ASME), ASME International Headquarters, ThreeTwo Park Ave., New York, NY 10016-5990,
http://www.asme.org.
D3689/D3689M − 22
Method A Quick Test 10.1.2
Method B Maintained Test 10.1.3
Method C Constant Rate of Uplift Test 10.1.4
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 and the long-term load-deflection behavior. AThe foundation designerengineer may evaluate the test results to determine
if, after applying an appropriate factorfactors of safety, the pileelement or pile group has an ultimate static capacity and a of
elements has a static capacity, load response and deflection at service load satisfactory to support a specific the foundation. When
performed as part of a multiple-pilemultiple-element test program, the designer foundation engineer 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, 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 foundation engineer may determine the ultimate axial static tensile load capacity of the
pile(s).element. Tests that achieve a failure load may help the designer foundation engineer improve the efficiency of the foundation
design by reducing the piling foundation element length, quantity, orand/or size.
5.3 If deemed impractical to apply axial test loads to an inclined pile,element, the foundation engineer may elect to use axial test
results from a nearby vertical pileelement to evaluate the axial capacity of the inclined pile. element. The foundation engineer may
also elect to use a bi-directional axial test on an inclined element (D8169/D8169M).
5.4 Different loading test procedures may result in different load-displacement curves. The Quick Test (10.1.2) and Constant Rate
of Uplift 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 displacement. Although control of the
Constant Rate of Uplift Test is somewhat more complicated (and uncommon for large diameter or capacity elements), the test may
produce the best possible definition of capacity. The foundation engineer must weigh the complexity of the procedure and other
limitations against any perceived benefit.
5.5 The scope of this standard does not include analysis for foundation capacity in tension, but in order to analyze the test data
appropriately it is important that information on factors that affect the derived mobilized static axial tensile 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 along the element shaft.
5.5.2 Possible interaction of friction loads from test element with downward friction transferred to the soil from reaction 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.
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.
D3689/D3689M − 22
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. For concrete elements, it is sometimes necessary
to use higher amounts of reinforcement in the test elements in order to safely conduct the test to the predetermined required test
load. In such cases, the foundation engineer shall account for the difference in stiffness between the test elements and non-tested
elements.
5.5.11 Tension tests are sometimes used to validate element compression capacity in addition to tension capacity. When subjected
to tension loads, elements may have different stiffness and structural capacity compared to elements subjected to compression
loads.
NOTE 1—The quality of the result produced by these test methods 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 these test methods 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.
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.foundation engineer. Type of fill and compaction requirements shall be as specified by the
foundation engineer.
6.2 Design and construct the test pile(s)element so that any location along the depth of the pileelement will safely sustain the
maximum anticipated axial compressive and tensile load loads to be developed at that location. Cut off or build up the test
pile(s)element 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 as necessary to properly install the apparatus for measuring movement, for applying load, and for measuring load.
6.3 For tests on pileelement groups, cap the pileelement group with steel-reinforced concrete or a steel load frame designed to
safely sustain the anticipated loads.for the anticipated loads by the structural engineer.
6.4 Install structural tension connectors extending from the test pileelement or pileelement cap, constructed of steel straps, bars,
cables, and/or other devices bolted, welded, cast into, or otherwise firmly affixed to the test pileelement or pileelement cap to safely
apply the maximum required tensile test load without slippage, rupture, or excessive elongation. Carefully inspect these tension
members for any damage that may reduce their tensile capacity. Tension members with a cross-sectional area reduced by corrosion
or damage, or material properties compromised by fatigue, bending, or excessive heat, may rupture suddenly under load. Do not
use brittle materials for tension connections.
NOTE 2—Deep foundations sometimes include hidden defects that may go unnoticed prior to static testing. Low strain integrity tests as described in Test
Method D5882 and , ultrasonic crosshole integrity tests as described in Test Method D6760, and thermal integrity profiling as described in Test Methods
D7949 may provide a useful pre-test evaluation of the test foundation. While the former two methods can be done at any time, including after the load
test, thermal integrity profiling must be done relatively soon after the concrete element is cast.
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 8.
7. Safety Requirements
7.1 All operations in connection with element load testing shall be carried out in such a manner 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, etc. clear of scrap, debris, small tools, and accumulations of
snow, ice, mud, grease, oil, or other slippery substances.
D3689/D3689M − 22
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 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 test beams, reaction frames, platforms, and boxes shall be adequately supported at all times.
7.1.7 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.
7.1.8 The requirements in this section have been developed to assist in the preparations for the testing process, but should not be
considered completely comprehensive of all safety issues. Safety matters should be carefully considered with the list above being
a starting point for any safety planning.
8. Apparatus for Applying and Measuring Loads
8.1 General:
8.1.1 The apparatus for applying tensile loads to a test pile or pile group element shall conform to one of the methods described
in 6.38.3 – 6.68.6. The apparatus for applying and measuring loads described in this section shall be designed in accordance with
recognized standards by a qualified engineer who shall clearly define the maximum allowable load that can be safely applied. The
method in 6.38.3 is recommended. The method in 6.58.5 can develop high tensile loads with relatively low jacking capacity, but
does not perform well for tests to failure or for large upward movements. All described methods require careful setup to ensure
a safe test environment.
8.1.2 Reaction piles,elements, if used, shall be of sufficient number and installed so as to safely provide adequate reaction capacity
without excessive movement. When using two or more reaction pileselements at each end of the test beam(s), cap them with
reaction beams (Fig. 1). Locate reaction pileselements so that resultant test beam load supported by them acts at the center of the
reaction pileelement group. Cribbing, if used as a reaction, shall be of sufficient plan dimensions to transfer the reaction loads to
the soil without settling at a rate that would prevent maintaining the applied loads.
8.1.3 Cut off or build up reaction pileselements as necessary to place the reaction or test beam(s). Remove any damaged or
unsound material from the top of the reaction piles,elements, and provide a smooth bearing surface parallel to the reaction or test
beam(s). To minimize stress concentrations due to minor surface irregularities, set steel bearing plates on the top of precast or
cast-in-place concrete reaction 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 reaction pileelement at the time of the test. For steel reaction piles,elements, weld
a bearing plate to each pile,element, or weld the cap or test beam(s) directly to each pile.element. For timber reaction
piles,elements, set the bearing plate(s) directly on the cleanly cut top of the pile,element, or in grout as described for concrete
piles.elements.
8.1.4 Provide a clear distance between the test pile(s)element(s) and the reaction pileselements or cribbing of at least five times
the maximum diameter of the largest test or reaction pile(s),element(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 effectaffect the test results.
NOTE 4—Excessive vibrations during reaction pileelement installation in non-cohesive soils may affect test results. Reaction pileselements that penetrate
deeper than the test pileelement may affect test results. Install the anchor piles nearest the test pile Reaction elements nearest to the test element should
be installed first to help reduce installation effects. A clear distance of five (5) times the maximum element diameter may be impractical for larger
elements.
D3689/D3689M − 22
FIG. 1 Typical End Views of Test Beam(s) and Reaction Pile(s)
8.1.5 Each jack shall include a lubricated hemispherical bearing or similar device to minimize lateral loading of the pile or pile
group. test element. The hemispherical bearing(s) should include a locking mechanism for safe handling and setup.
8.1.6 Provide bearing stiffeners as needed between the flanges of test and reaction beams.
8.1.7 Provide steel bearing plates to spread the load to and between the jack(s), load cell(s), hemispherical bearing(s), test beam(s),
reaction beam(s), and reaction pile(s).element(s). Unless otherwise specified by the engineer, the size of the bearing plates shall
be not less than the outer perimeter of the jack(s), load cell(s), or hemispherical bearing(s), nor less than the total width of the test
beam(s), reaction beam(s), reaction piles so as elements to provide full bearing and distribution of the load. Bearing plates
supporting the jack(s), test beam(s), or reaction beams on timber or concrete cribbing shall have an area adequate for safe bearing
on the cribbing.
8.1.8 Unless otherwise specified, where using steel bearing plates, provide a total plate thickness adequate to spread the bearing
load between the outer perimeters of loaded surfaces at a maximum angle of 45 degrees 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 degrees, or per manufacturer recommendations.
8.1.9 Align the test load apparatus with the longitudinal axis of the test pile or pile group element to minimize eccentric loading.
Align bearing plate(s), jack(s), load cell(s), and hemispherical bearing(s) on the same longitudinal axis. Place jacks to center the
load on the test beam(s). Place test beam(s) to center the load on reaction beams or cribbing, and reaction beams to center the load
on reaction piles or cribbing. These plates, beams, and devices shall have flat, parallel bearing surfaces. Set bearing plates on
cribbing in the horizontal plane.
8.1.10 When testing inclined piles,elements, align the test apparatus and reaction pileselements parallel to the inclined longitudinal
axis of the test pile(s)element(s) and orient the test beam(s) perpendicular to the direction of incline.
8.1.11 A qualified engineer Qualified engineers shall design and approve all aspects of the loading apparatus, including loaded
members, support frames, and loading procedures. Unless otherwise specified by the engineer, the tension connections (material,
diameter, weld or embedment length, etc.), reaction elements, instruments and loading procedures. The apparatus for applying and
measuring loads, loads (except for hydraulic jacks and load cells), including all structural members, shall have sufficient size,
strength, and stiffness to safely prevent excessive deflection and instability up to 120 % of the maximum anticipated test load.
D3689/D3689M − 22
NOTE 5—Rotations and lateral displacements of the test pile or test pile group, reaction piles,element, reaction elements, cribbing support(s), or pile
cap(s)element cap may occur during loading, especially for sites with weak soils. The user should design and construct the support reactions to prevent
instability and to limit undesiredelements extending above the soil surface or through weak soils. Support reactions, loading apparatus and equipment
should be designed and constructed to resist any undesirable or possibly dangerous rotations or lateral displacements. These displacements should be
monitored during the test so the test can be immediately halted 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 and B30.1. Jack(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 beamreaction system and the elongation of the tension connection, but
not less than 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 with a master pressure gage. gage,
and operated by a single hydraulic pump. 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 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 with an accuracy grade 1A having a permissible error 61 % of the span. Pressure and pressure transducers shall
have a minimum resolutionresolutions 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 positioned 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 when required, include embedded strain gages
located in close proximity to the jack to confirm the applied load.
8.2.7 Do not leave the hydraulic jack pump unattended at any time during the test. An automatic regulator is recommended to help
hold the load constant as pile movement occurs. Automated jacking systems shall include a clearly marked mechanical override
to safely reduce hydraulic pressure in an emergency.
8.3 Tensile Load Applied by Hydraulic Jack(s) Supported on Test Beam(s) (Figs. 2 and 3) —)—Support the ends of the test beam(s)
on reaction pileselements or cribbing, using reaction beams as needed to cap multiple reaction pileselements as shown in Fig. 1.
Place the hydraulic jack(s), load cell(s), hemispherical bearing(s), and bearing plates on top of the test beam(s). Center a reaction
frame over the jack(s), and anchor it to the tension connections (see 5.46.4) extending from the test pile or pile group. element.
Design and construct the test beam(s), reaction frame, and reaction pileselements or cribbing, and arrange the jack(s) symmetrically
so as to apply the resultant tensile load at, and parallel to, to the longitudinal axis of the test pile or pile group. element. Leave
adequate clear space beneath the bottom flange(s) of the test beam(s) to allow for the maximum anticipated upward movement of
the test pile or pile cap element plus the deflection of the test beam(s).
D3689/D3689M − 22
FIG. 2 Typical Setup for Tensile Load Test Using Hydraulic Jack(s) Supported on Test BeamsBeam(s)
FIG. 3 Typical Section X-X (Fig. 2) of Test Beam(s) at Test PileElement(s)
8.4 Tensile Load Applied by Hydraulic Jacks Acting Upward at Both Ends of Test Beam(s) (Figs. 4 and 5)—Support each end of
the test beam(s) on hydraulic jack(s) centered beneath the beam web(s) and placed equidistant from the longitudinal axis of the
test pile or pile group. element. Support the jacks on reaction pileselements or cribbing, using reaction beams as needed to cap
multiple reaction piles.elements. Center a reaction frame over the test beam(s) and anchor it to the tension connections (see 5.46.4)
extending from the test pile or pile group. element. Place a single load cell and hemispherical bearing between the reaction frame
and the test beam(s) (preferred), or alternatively, place a load cell and hemispherical bearing with each jack beneath the test
beam(s). Design and construct the test beam(s), reaction frame, and reaction pileselements or cribbing, and arrange the jack(s)
symmetrically so as to apply the resultant tensile load at, and parallel to, to the longitudinal axis of the test pile or pile
group.element.
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FIG. 4 Typical Setup for Tensile Load Test Using Hydraulic Jacks Acting Upward on Both Ends of Test Beam(s)
FIG. 5 Typical Section Y-Y (Fig. 4, Fig. 6) of Test Beam(s)
at Test PileElement(s)
8.5 Tensile Load Applied by Hydraulic Jack(s) Acting Upward at One End of Test Beam(s) (Figs. 5 and 6)—Support one end of
the test beam(s) on hydraulic jack(s) centered beneath the beam web(s). Support the jacks on reaction piles or cribbing, using
reaction beams as needed to cap multiple reaction piles.elements. Support the other end of the test beam(s) on a steel fulcrum or
similar device placed on a steel plate supported on a reaction pile(s)element(s) or cribbing, using reaction beams as needed to cap
multiple reaction piles.elements. Center a reaction frame over the test beam(s) and anchor it to the tension connections (see 5.46.4)
extending from the test pile or pile group. element. Place a single load cell and hemispherical bearing between the reaction frame
and the test beam(s) (preferred), or alternatively, place a load cell and hemispherical bearing with each jack beneath the test
beam(s). If using the latter arrangement, obtain accurate measurements of the plan locations of the jack(s), test pile or pile group,
element, and the fulcrum to determine the magnification factor to apply to the measured loads to determine the resultant tensile
D3689/D3689M − 22
FIG. 6 Typical Setup for Tensile Load Test Using Hydraulic Jack(s) Acting Upward on One End of Test Beam(s)
load. Design and construct the test beam(s), reaction frame, and reaction pileselements or cribbing, and arrange the jack(s)
symmetrically so as to apply the resultant tensile load at, and parallel to, to the longitudinal axis of the test pile or pile
group.element.
8.6 Load Applied to Pile by Hydraulic Jack(s) Acting at Top of an A-Frame or a Tripod (Fig. 7) (optional)—Support an A frame
FIG. 7 Typical Setup for Tensile Load Test Using Hydraulic Jack(s) Acting at Top of an A-frame
D3689/D3689M − 22
or tripod centered over the test pile or pile group element on concrete footings, reaction piles,elements, or cribbing, using reaction
beams as needed to cap multiple reaction piles.elements. Using tension members, tie together the bottoms or supports of the A
frame or tripod legs so as to prevent them from spreading apart under load. Secure the top of an A frame against lateral movement
with not less than four guy cables anchored firmly to the ground. Place the hydraulic jack(s), load cell(s), hemispherical bearing(s),
and bearing plates on top of the A frame or tripod. Center a reaction frame over the jack(s), and anchor it to the tension connections
(see 5.46.4) extending from the test pile or pile group. element. Design and construct the A frame or tripod, reaction frame, and
footings, reaction pileselements or cribbing, and arrange the jack(s) symmetrically so as to apply the resultant tensile load at, and
parallel to, to the longitudinal axis of the test pile or pile group. element. Leave adequate clear space beneath the A frame or tripod
members to allow for the maximum anticipated upward movement of the test pileelement or pileelement cap plus the deflection
of the A frame or tripod.
8.7 Other Types of Loading Apparatus (optional)—The engineer may specify another type of loading apparatus satisfying the basic
requirements of 6.38.3 – 6.68.6.
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9. Apparatus for Measuring Movement and Strain
9.1 General:
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)reaction
element(s), but not less than 2.5 m [8 ft]. ft] clear distance from any test or reaction element. 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].
NOTE 6—The clear distance between the test element and reference supports may be decreased to no less than three test element diameters under certain
circumstances, if the foundation engineer considers the possible negative effects.
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 pile test
element 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 ASME 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.]. Provide greater travel, longer stems, or sufficient calibrated blocks to allow for greater movement 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, 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.], 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].
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 calibration.
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 foundation engineer, verify that reference beam and wireline supports do not move during the test by using a
surveyor’s
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