ASTM D3966/D3966M-22

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the
Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
Designation: D3966/D3966M − 22
Standard Test Methods for
Deep Foundation Elements Under Static Lateral Load
This standard is issued under the fixed designation D3966/D3966M; the number immediately following the designation indicates the
year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last
reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope 1.5 An engineer (qualified to perform such work) shall
design and approve all loading apparatus, loaded members and
1.1 The test methods described in this standard measure the
support frames. The foundation engineer shall design or
lateral deflection of an individual vertical or inclined deep
specify the test procedures.The text of this standard references
foundation element or group of elements when subjected to
notesandfootnotes,whichprovideexplanatorymaterial.These
static lateral loading. These methods apply to all deep
notesandfootnotes(excludingthoseintablesandfigures)shall
foundations,ordeepfoundationsystemsastheyarepracticalto
not be considered as requirements of the standard. This
test.The individual components of which are referred to herein
standard also includes illustrations and appendices intended
as elements that function as, or in a manner similar to, drilled
only for explanatory or advisory use.
shafts, micropiles, cast-in-place piles (augered-cast-in-place
1.6 Units—The values stated in either SI units or inch-
piles, barrettes, and slurry walls), driven piles, such as pre-cast
pound units are to be regarded separately as standard. The
concrete piles, timber piles or steel sections (steel pipes or
values stated in each system may not be exact equivalents;
H-beams) or any number of other element types, regardless of
therefore,eachsystemshallbeusedindependentlyoftheother.
their method of installation.Although the test methods may be
Combining values from the two systems may result in non-
used for testing single elements or element groups, the test
conformance with the standard.
results may not represent the long-term performance of the
entire deep foundation system.
1.7 The gravitational system of inch-pound units is used
when dealing with inch-pound units. In this system, the pound
1.2 This standard provides minimum requirements for test-
[lbf] represents a unit of force [weight], while the unit for mass
ing deep foundation elements under static lateral load. Project
is slug. The rationalized slug unit is not given, unless dynamic
plans, specifications, provisions, or any combination thereof
[F=ma] calculations are involved.
may provide additional requirements and procedures as needed
to satisfy the objectives of a particular test program. The
1.8 All observed and calculated values shall conform to the
engineer in charge of the foundation design, referred to herein
guidelines for significant digits and rounding established in
as the foundation engineer, shall approve any deviations,
Practice D6026.
deletions, or additions to the requirements of this standard.
1.8.1 Theproceduresusedtospecifyhowdataarecollected,
(exception: the test load applied to the testing apparatus shall
recorded and calculated in this standard are regarded as the
not exceed the rated capacity established by the engineer who
industry standard. In addition, they are representative of the
designed the testing apparatus).
significant digits that should generally be retained. The proce-
dures used do not consider material variation, purpose for
1.3 Apparatus and procedures herein designated “optional”
obtaining the data, special purpose studies, or any consider-
may produce different test results and may be used only when
ations for the user’s objectives; and it is common practice to
approved by the foundation engineer. The word “shall” indi-
increase or reduce significant digits of reported data to be
cates a mandatory provision, and the word “should” indicates
commensuratewiththeseconsiderations.Itisbeyondthescope
a recommended or advisory provision. Imperative sentences
of this standard to consider significant digits used in analysis
indicate mandatory provisions.
methods for engineering data.
1.4 The foundation engineer should interpret the test results
1.9 The method used to specify how data are collected,
obtained from the procedures of this standard to predict the
calculated, or recorded in this standard is not directly related to
actual performance and adequacy of elements used in the
theaccuracytowhichthedatacanbeappliedindesignorother
constructed foundation.
uses, or both. How one applies the results obtained using this
standard is beyond its scope.
These test methods are under the jurisdiction ofASTM Committee D18 on Soil
and Rock and are the direct responsibility of Subcommittee D18.11 on Deep
1.10 This standard offers an organized collection of infor-
Foundations.
mation or a series of options and does not recommend a
Current edition approved Jan. 1, 2022. Published February 2022. Originally
ɛ1
specific course of action. This document cannot replace edu-
approved in 1981. Last previous edition approved in 2013 as D3966 – 07(2013) .
DOI: 10.1520/D3966_D3966M-22. cation or experience and should be used in conjunction with
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D3966/D3966M − 22
professional judgment. Not all aspects of this standard may be ASME B46.1 Surface Texture
applicable in all circumstances. This ASTM standard is not ASME B89.1.10.M Dial Indicators (For Linear Measure-
intended to represent or replace the standard of care by which ments)
the adequacy of a given professional service must be judged,
nor should this document be applied without consideration of 3. Terminology
a project’s many unique aspects. The word “Standard” in the
3.1 Definitions—For definitions of common technical terms
title of this document means only that the document has been
used in this standard, refer to Terminology D653.
approved through the ASTM consensus process.
3.2 Definitions of Terms Specific to This Standard:
1.11 This standard does not purport to address all of the
3.2.1 cast in-place element, n—a deep foundation unit made
safety concerns, if any, associated with its use. It is the
of cement grout or concrete and constructed in its final
responsibility of the user of this standard to establish appro-
location, for example, drilled shafts, bored elements, caissons,
priate safety, health, and environmental practices and deter-
auger cast elements, pressure-injected footings, etc.
mine the applicability of regulatory limitations prior to use.
3.2.2 deep foundation, n—a relatively slender structural
1.12 This international standard was developed in accor-
element that transmits some or all of the load it supports to soil
dance with internationally recognized principles on standard-
or rock well below the ground surface, such as a steel pipe pile
ization established in the Decision on Principles for the
or concrete drilled shaft.
Development of International Standards, Guides and Recom-
3.2.3 driven element, n—a deep foundation unit made of
mendations issued by the World Trade Organization Technical
preformed material with a predetermined shape and size and
Barriers to Trade (TBT) Committee.
typically installed by impact hammering, vibrating, or jacking.
2. Referenced Documents
3.2.4 failure load, n—the test load at which continuing,
2.1 ASTM Standards:
progressive movement occurs, or at which the total lateral
A36/A36M Specification for Carbon Structural Steel
movement exceeds the value specified by the foundation
A240/A240M Specification for Chromium and Chromium-
engineer.
Nickel Stainless Steel Plate, Sheet, and Strip for Pressure
3.2.5 wireline, n—a steel wire with a constant tension force
Vessels and for General Applications
between two supports and used as a reference line to read a
A572/A572M Specification for High-Strength Low-Alloy
scale indicating movement of the test element.
Columbium-Vanadium Structural Steel
3.2.6 gage or gauge, n—an instrument used for measuring
D653 Terminology Relating to Soil, Rock, and Contained
load, pressure, displacement, strain or such other physical
Fluids
properties associated with load testing as may be required.
D1143/D1143M Test Methods for Deep Foundation Ele-
ments Under Static Axial Compressive Load
4. Summary of Test Method
D3689/D3689M Test Methods for Deep Foundations Under
Static Axial Tensile Load
4.1 This standard provides minimum requirements for test-
D3740 Practice for Minimum Requirements for Agencies
ing deep foundation elements under lateral load. The test is a
Engaged in Testing and/or Inspection of Soil and Rock as
specific type of test, most commonly referred to as a lateral
Used in Engineering Design and Construction
load test. This standard is confined to test methods for loading
D5882 Test Method for Low Strain Impact Integrity Testing deep foundation elements from the side. The loading requires
of Deep Foundations
constructing a reaction system that resists the applied lateral
D6026 Practice for Using Significant Digits and Data Re-
load. One or more deep foundation elements can be used as
cords in Geotechnical Data
reaction. The principal measurements taken in addition to load
D6760 Test Method for Integrity Testing of Concrete Deep
are displacements.
Foundations by Ultrasonic Crosshole Testing
4.2 This standard allows the following test procedures:
D6230 Practices for Monitoring Earth or Structural Move-
Procedure Test Section
ment Using Inclinometers
A Standard Loading 10.1.2
D7949 Test Methods for Thermal Integrity Profiling of
B Excess Loading 10.1.3
C Cyclic Loading 10.1.4
Concrete Deep Foundations
D Surge Loading 10.1.5
D8169/D8169M Test Methods for Deep Foundations Under
E Reverse Loading 10.1.6
Bi-Directional Static Axial Compressive Load
F Reciprocal Loading 10.1.7
G Specified Lateral Movement 10.1.8
2.2 American Society of Mechanical Engineer Standards:
H Combined Loading 10.1.9
ASME B30.1 Jacks
ASME B40.100 Pressure Gauges and Gauge Attachments
5. Significance and Use
5.1 Field tests provide the most reliable relationship be-
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
tween the static lateral load applied to a deep foundation and
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 resulting lateral movement. Test results may also provide
the ASTM website.
information used to assess the distribution of lateral resistance
Available from American Society of Mechanical Engineers (ASME), ASME
along the element and the long-term load-deflection behavior.
International Headquarters, Three Park Ave., New York, NY 10016-5990, http://
www.asme.org. The foundation engineer may evaluate the test results to
D3966/D3966M − 22
determineif,afterapplyingtheappropriatefactors,theelement 5.5.9 Special testing procedures which may be required for
or group of elements has an ultimate lateral capacity and a the application of certain acceptance criteria or methods of
deflection at service load satisfactory to satisfy specific foun- interpretation.
dation requirements. When performed as part of a multiple- 5.5.10 Requirement that non-tested element(s) have essen-
tially identical conditions to those for tested element(s)
elementtestprogram,thefoundationengineermayalsousethe
results to assess the viability of different sizes and types of including, but not limited to, subsurface conditions, element
type, length, size and stiffness, and element installation meth-
foundation elements and the variability of the test site.
ods and equipment, so that application or extrapolation of the
5.2 The analysis of lateral test results obtained using proper
test results to such other elements is valid. For concrete
instrumentation helps the foundation engineer characterize the
elements, it is sometimes necessary to use higher amounts of
variation of element-soil interaction properties, such as the
reinforcementinthetestelementsinordertosafelyconductthe
coefficient of horizontal subgrade reaction, to estimate bending
test to the predetermined required test load. In such cases, the
stresses and lateral deflection over the length of the element for
foundation engineer shall account for the difference in stiffness
use in the structural design of the element.
between the test elements and the non-tested elements.
5.3 If feasible, without exceeding the safe structural load on
6. Test Foundation Preparation
the element or element cap (hereinafter unless otherwise
indicated, “element” and “element group” are interchangeable
6.1 Excavate or add fill to the test area to the final grade
as appropriate), the maximum load applied should reach a
elevation within a radius of 6 m [20 ft] from the test element
failureloadfromwhichthefoundationengineermaydetermine
orgroupusingthesamematerialandbackfillingmethodsasfor
the lateral load capacity of the element. Tests that achieve a
production elements. Cut off or build up the test element(s) as
failureloadmayhelpthedesignerimprovetheefficiencyofthe
necessary to permit construction of the load-application
foundation by reducing the foundation element-length,
apparatus, placement of the necessary testing and instrumen-
quantity, or size.
tation equipment, and observation of the instrumentation.
Remove any damaged or unsound material from the element
5.4 If deemed impractical to apply lateral test loads to an
top as necessary to properly install the apparatus for measuring
inclined element, the foundation engineer may elect to use
movement, for applying load, and for measuring load.
lateral test results from a nearby vertical element to evaluate
6.2 For tests of single elements, install solid steel test
the lateral capacity of the inclined element.
plate(s) at least 50 mm [2 in.] thick against the side of the
5.5 The scope of this standard does not include analysis for
element at the point(s) of load application and perpendicular to
foundation lateral capacity, but in order to analyze the test data
the line of the load action. The test plate shall have side
appropriately it is important that information on factors that
dimensions not more than, and not less than one half of, the
affect the lateral load-deformation behavior are properly docu-
diameter or side dimension of the test element(s). The test
mented. These factors may include, but are not limited to the
plate(s) shall span across and between any unbraced flanges on
following:
the test element.
5.5.1 Subgrade condition and preparation near ground sur-
6.3 For tests on element groups, cap the element group with
face.
steel-reinforced concrete or a steel load frame designed and
5.5.2 Height at which lateral load is applied above ground
constructed to safely sustain and equally distribute the antici-
surface.
pated loads. The connection between the elements and the cap
5.5.3 Changes in pore water pressure in the soil caused by
shall simulate in-service conditions. Element caps shall be cast
element driving, construction fill, and other construction op-
above grade unless otherwise specified and may be formed on
erations which may influence the test results for frictional
the ground surface.
support in relatively impervious soils such as clay and silt.
6.4 For each loading point on a element cap, provide a solid
5.5.4 Differences between conditions at time of testing and
steel test plate oriented perpendicular to the axis of the element
after final construction such as changes in grade or groundwa-
group with a minimum thickness of 50 mm [2 in.], as needed
ter level.
to safely apply load to the element cap. Center a single test
5.5.5 Potential loss of soil supporting the test element from
plate on the centroid of the element group. Locate multiple test
such activities as excavation and scour.
plates symmetrically about the centroid of the element group.
5.5.6 Possible differences in the performance of an element
6.5 To minimize stress concentrations due to minor irregu-
in a group or of an element group from that of a single isolated
larities of the element surface, set test plates bearing on precast
element.
or cast-in-place concrete elements in a thin layer of quick-
5.5.7 Effect on long-term element performance of factors
setting, non-shrink grout, less than 6 mm [0.25 in.] thick and
such as creep, environmental effects on element material,
having a compressive strength greater than the test element at
negative friction loads not previously accounted for, and
the time of the test. Set test plates designed to bear on a
strength losses.
concrete element cap in a thin layer of quick-setting, non-
5.5.8 Typeofstructuretobesupported,includingsensitivity shrink grout, less than 6 mm [0.25 in.] thick and having a
of structure to deflections and relation between live and dead compressive strength greater than the element cap at the time
loads. of the test. For tests on steel elements, or a steel load frame,
D3966/D3966M − 22
weld the test plates to the element or load frame. For test 7.1.8 All test members, reaction frames, and test apparatus
elements without a flat side of adequate width to mount the test shall be adequately supported at all times.
plate, cap the head of the element to provide a bearing surface
7.1.9 Only authorized personnel shall be permitted within
for the test plate or set the test plate in high-strength grout. In the immediate test area, and only as necessary to monitor test
all cases, provide full bearing for the test plate against the
equipment. The overall load test plan should include all
projected area of the element. provisions and systems necessary to minimize or eliminate the
need for personnel within the immediate test area. All reason-
6.6 Elimination of Element Cap Friction (Optional)—
able effort shall be made to locate pumps, load cell readouts,
Provide a clear space beneath the element cap as specified by
data loggers, and test monitoring equipment at a safe distance
the foundation engineer. This option isolates the lateral re-
awayfromjacks,loadedbeams,weightedboxes,deadweights,
sponse of the elements from that of the element cap.
and their supports and connections.
6.7 Passive Soil Pressure Against Element Cap (Optional)—
Develop passive soil pressure against the element cap by
8. Apparatus for Applying and Measuring Loads
constructing the element cap below the ground surface and
8.1 General:
backfillingwithcompactedfillonthesideoppositethepointof
8.1.1 The apparatus for applying lateral loads to a test
load application, or by constructing the element cap above the
element or element group shall conform to one of the methods
ground surface against an embankment. If specified, place
describedin8.3–8.7.Unlessotherwisespecified,constructthe
compacted against the sides of the element cap to the extent
test apparatus so that the resultant loads are applied
practicable.
horizontally, at approximately element cut-off elevation, and in
NOTE 1—Deep foundations sometimes include hidden defects that may
line with the central vertical axis of the element or element
go unnoticed prior to static testing. Low strain integrity tests as described
in Test Method D5882, ultrasonic crosshole integrity tests as described in
group to minimize eccentric loading and avoid a vertical load
Test Method D6760, and/or thermal integrity profiling as described inTest
component. The apparatus for applying and measuring loads
Methods D7949 may provide a useful pre-test evaluation of the test
described in this section shall be designed in accordance with
foundation. While the former two methods can be done at any time,
recognized standards by a qualified engineer who shall clearly
including after the test, thermal integrity profiling must be done relatively
define the maximum allowable load that can be safely applied.
soon after the concrete element is cast.
NOTE 2—When testing a cast-in-place concrete element such as a
NOTE 3—For lateral tests on inclined element frames or element groups
drilled shaft, the size, shape, material composition and properties of the
involving inclined elements, consider applying the lateral test loads at the
element can influence the element capacity and the interpretation of strain
actual or theoretical point of intersection of the longitudinal axis of the
measurements described in Section 9, if used.
elements in the frame or group.
8.1.2 Struts and Blocking—Struts shall be of steel and of
7. Safety Requirements
sufficient size and stiffness to transmit the applied test loads
7.1 All operations in connection with element load testing
without bending or buckling. Blocking used between reaction
shall be carried out in such a manner to minimize, avoid, or
elements or between the hydraulic jack and the reaction system
eliminate the exposure of people to hazard. The following
shall be of sufficient size and strength to prevent crushing or
safety rules are in addition to general safety requirements
other distortion under the applied test loads.
applicable to construction operations:
8.1.3 Reaction elements, if used, shall be of sufficient
7.1.1 Keep all test and adjacent work areas, walkways,
number and installed to safely provide adequate reaction
platforms, etc. clear of scrap, debris, small tools, and accumu-
capacity without excessive movement. When using two or
lations of snow, ice, mud, grease, oil, or other slippery
more reaction elements at each end of the test beam(s), cap or
substances.
block them as needed to develop the reaction load. Locate
7.1.2 Provide timbers, blocking, and cribbing materials
reaction elements so that resultant test beam load supported by
made of quality material and in good serviceable condition
them acts at the center of the reaction element group. Cribbing
with flat surfaces and without rounded edges.
or deadmen, if used as a reaction, shall be of sufficient plan
7.1.3 Hydraulic jacks shall be equipped with hemispherical
dimensions and weight to transfer the reaction loads to the soil
bearing plates or shall be in complete and firm contact with the
without excessive lateral movement that would prevent main-
bearing surfaces and shall be aligned to avoid eccentric
taining the applied loads.
loading.
8.1.4 Provide a clear distance between the test element(s)
7.1.4 Loads shall not be hoisted, swung, or suspended over
and the reaction elements or cribbing of at least five times the
anyone and shall be controlled by tag lines.
maximum diameter of the largest test or reaction element(s),
7.1.5 The test apparatus shall be designed and approved by
but not less than 2.5 m [8 ft]. The foundation engineer may
a qualified engineer and installed to transmit the required loads
increase or decrease this minimum clear distance based on
with an adequate factor of safety.
factors such as the type and depth of reaction, soil conditions,
7.1.6 All jacks, bearing plates, test beam(s), or frame
and magnitude of loads so that reaction forces do not signifi-
members shall be firmly fixed into place or adequately blocked
cantly affect the test results.
to prevent slippage under load and upon release of load.
NOTE 4—Excessive vibrations during reaction element installation in
7.1.7 All reaction components shall be stable and balanced.
non-cohesivesoilsmayaffecttestresults.Reactionelementsthatpenetrate
During testing, monitor movements of the reaction system to
deeper than the test element may affect test results. Install the anchor
detect impending unstable conditions. elements nearest the test element first to help reduce installation effects.
D3966/D3966M − 22
8.1.5 Each jack shall include a lubricated hemispherical 8.2.1 The hydraulic jack(s) and their operation shall con-
bearing or similar device to minimize lateral loading of the form to ASME B30.1 and shall have a nominal load capacity
elementorelementgroup.Thehemisphericalbearing(s)should exceeding the maximum anticipated jack load by at least 20 %.
include a locking mechanism for safe handling and setup. The jack, pump, and any hoses, pipes, fittings, gauges, or
transducersusedtopressurizeitshallberatedtoasafepressure
8.1.6 Provide bearing stiffeners as needed between the
flanges of test and reaction beams. corresponding to the nominal jack capacity.
8.1.7 Provide steel bearing plates to spread the load to and 8.2.2 The hydraulic jack ram(s) shall have a travel greater
between the jack(s), load cell(s), hemispherical bearing(s), test than the sum of the anticipated maximum axial movement of
beam(s), reaction beam(s), and reaction element(s). Unless the element plus the deflection of the reaction system and the
otherwise specified by the engineer, the size of the bearing elongation of the tension connection, but not less than 15 % of
plates shall be not less than the outer perimeter of the jack(s),
the average element diameter or width. Use a single high
load cell(s), or hemispherical bearing(s), nor less than the total capacity jack when possible. When using a multiple jack
width of the test beam(s), reaction beam(s), reaction elements
system, provide jacks of the same make, model, and capacity,
to provide full bearing and distribution of the load. Bearing and supply the jack pressure through a common manifold with
plates supporting the jack(s), test beam(s), or reaction beams
a master pressure gauge. Fit the manifold and each jack with a
on timber or concrete cribbing shall have an area adequate for pressure gauge to detect malfunctions and imbalances.
safe bearing on the cribbing.
8.2.3 Unlessotherwisespecified,thehydraulicjack(s),pres-
8.1.8 Unless otherwise specified, where using steel bearing
sure gauge(s), and pressure transducer(s) shall have a calibra-
plates, provide a total plate thickness adequate to spread the
tion to at least the maximum anticipated jack load, over their
bearing load between the outer perimeters of loaded surfaces at
complete range of piston travel for increasing and decreasing
a maximum angle of 45 degrees to the loaded axis. For center
applied loads and performed within the six months prior to
hole jacks and center hole load cells, also provide steel plates
each test or series of tests. Hydraulic jacks used in double-
adequate to spread the load from their inner diameter to their
action shall be calibrated in both the push and pull modes.
central axis at a maximum angle of 45 degrees, or per
Furnish the calibration report(s) prior to performing a test,
manufacturer recommendations.
which shall include the ambient temperature and calibrations
8.1.9 Align all struts, blocking, bearing plates, jacks, load performed for multiple ram strokes up to the maximum stroke
cells, hemispherical bearings, and testing apparatus to mini-
of the jack.
mize eccentric loading, and, where necessary, restrain them
8.2.4 If the lateral load is applied by pulling, the apparatus
from shifting as test loads are applied so as not to affect the test
used to produce the pulling force shall be capable of applying
results and to prevent instability. Test members and apparatus
a steady constant force over the required load testing range.
shall have flat, parallel bearing surfaces. Design and construct
The dynamometer(s), or other in-line load indicating device(s),
the support reactions to prevent instability and to limit unde-
shall be calibrated to an accuracy within 10 % of the applied
sired rotations or lateral displacements.
load.
8.1.10 Unless otherwise specified by the engineer, design
8.2.5 Each complete jacking and pressure measurement
and construct the apparatus for applying and measuring loads,
system, including the hydraulic pump, should be calibrated as
including all struts and structural members, of steel with
a unit when practicable. The hydraulic jack(s) shall be cali-
sufficient size, strength, and stiffness to safely prevent exces-
brated over the complete range of ram travel for increasing and
sive deflection and instability up to 125 % of the maximum
decreasing applied loads. If two or more jacks are to be used to
anticipated test load.
apply the test load, they shall be of the same make, model, and
8.1.11 Inspect all tension rods, lines, rope, cable, and their
size, connected to a common manifold and pressure gauge, and
connections used for pull tests to insure good, serviceable
operated by a single hydraulic pump. The calibrated jacking
condition. Unless otherwise specified by the engineer, design
system(s) shall have accuracy within 5 % of the maximum
and construct these tension members with sufficient strength to
appliedload.Whennotfeasibletocalibrateajackingsystemas
safely resist a load at least 50 % greater than the maximum
a unit, calibrate the jack, pressure gauges, and pressure
anticipated test load. Tension members with a cross-sectional
transducers separately, and each of these components shall
area reduced by corrosion or damage, or with material prop-
have accuracy within 2 % of the applied load.
ertiescompromisedbyfatigue,bending,orexcessiveheat,may
8.2.6 Pressure gauges and pressure transducers shall have
rupture suddenly under load. Do not use brittle materials for
minimum graduations less than or equal to 1 % of the maxi-
tension connections.
mum applied load and shall conform to ASME B40.100 with
8.1.12 A qualified engineer shall design and approve all
an accuracy grade 1A having a permissible error 61 % of the
aspects of the loading apparatus, including loaded members,
span. When used for control of the test, pressure transducers
support frames, connections, reaction elements, instruments
shall include a real-time display.
and loading procedures. The apparatus for applying and
8.2.7 If the maximum test load will exceed 900 kN [100
measuring loads (except for hydraulic jacks and load cells),
tons],placeaproperlypositionedloadcellorequivalentdevice
including all structural members, shall have sufficient size,
in series with each hydraulic jack or pulling apparatus. Unless
strength, and stiffness to safely prevent excessive deflection
otherwisespecifiedtheloadcell(s)shallhaveacalibrationtoat
and instability up to the maximum anticipated test load.
least the maximum anticipated jack load performed within the
8.2 Hydraulic Jacks, Gauges, Transducers, and Load Cells: six months prior to each test or series of tests. The calibrated
D3966/D3966M − 22
load cell(s) or equivalent device(s) shall have accuracy within 8.3 Load Applied by Hydraulic Jack(s) Acting Against a
1 % of the applied load, including an eccentric loading of up to Reaction System (Fig. 1):
1 % applied at an eccentric distance of 25 mm [1 in.]. After 8.3.1 General—Apply the test loads to the element or
calibration, load cells shall not be subjected to impact loads.A element group using one or more hydraulic cylinders and a
load cell is recommended, but not required, for lesser load. If suitable reaction system according to 8.3.2, 8.3.3, 8.3.4,or
not practicable to use a load cell when required, include 8.3.5. The reaction system may be any convenient distance
embedded strain gauges located in close proximity to the jack from the test element or element group and shall provide a
to confirm the applied load. resistance greater than the anticipated maximum lateral test
8.2.8 Do not leave the hydraulic jack pump unattended at load. Set the hydraulic cylinder(s) (with load cell(s) if used)
any time during the test. An automatic regulator is recom- against the test plate(s) at the point(s) of load application in a
mended to help hold the load constant as element movement horizontal position and on the line(s) of load application. Place
occurs. Automated jacking systems shall include a clearly a steel strut(s) or suitable blocking between the base(s) of the
marked mechanical override to safely reduce hydraulic pres- cylinder(s) and the reaction system with steel bearing plates
sure in an emergency. between the strut(s) or blocking and the cylinder(s) and
FIG. 1 Typical Set-ups for Applying Lateral Load with Conventional Hydraulic Jack
D3966/D3966M − 22
between the strut(s) and the reaction system. If a steel strut(s) 8.5.1 General—Apply the lateral load by pulling test ele-
is used, place it horizontally and on the line(s) of load ment or group using a suitable power source such as a
application and brace the strut(s) to ensure it does not shift
hydraulic jack, turnbuckle or winch connected to the test
during load application. If two hydraulic jacks are used, place
elementorgroupwithasuitabletensionmembersuchasawire
thejacks,loadcells(ifused),andstrutsorblockingatthesame
rope or a steel rod and connected to an adequate reaction
level and equidistant from a line parallel to the lines of load
system or anchorage. Securely fasten the tension member to
application and passing through the center of the test group.
the test element or element cap so that the line of load
Support the jack(s), bearing plate(s), strut(s), and blocking on
application passes through the vertical central axis of the test
cribbing if necessary for stability.
elementorgroup.Iftwotensionmembersareused,fastenthem
8.3.2 Reaction Elements (Fig. 1a)—Install two or more
to the test element or element cap at points equidistant from a
reaction elements vertically or on an incline (or a combination
lineparalleltothelinesofloadapplicationandpassingthrough
of vertical and incline) to provide the necessary reactive
the vertical central axis of the test element or group.
capacity for the maximum anticipated lateral test loads. Cap
8.5.2 Anchorage System—Maintain a clear distance of not
the reaction elements with reinforced concrete, steel, or timber,
less than 6 m [20 ft] or 20 element diameters between the test
or brace between the elements, or fasten the tops of the
element or group and the reaction or anchorage system
elements together to develop the lateral resistance of the entire
complyingwith8.3,orasotherwisespecifiedbythefoundation
group. Install any inclined reaction elements in a direction
engineer. Furnish an anchorage system sufficient to resist
away from the test element or group (see Fig. 1a).
without significant movement the reaction to the maximum
8.3.3 Deadman (Fig. 1b)—Where soil or site conditions are
lateral load to be applied to the test element or group.
suitable, install a deadman consisting of cribbing, timber
panels, sheeting, or similar construction bearing against an 8.5.3 Pulling Load Applied by Hydraulic Jack Acting
embankment or the sides of an excavation to provide the
against a Reaction System (Fig. 3)—Apply the lateral tensile
necessary reactive capacity to the maximum anticipated lateral
load to the test element or element group using any suitable
test loads.
hydrauliccylindersuchasconventionaltype,push-pulltype,or
8.3.4 Weighted Platforms (Fig. 1c)—Construct a platform of
center-hole type. Center the conventional hydraulic cylinder
any suitable material such as timber, concrete, or steel, and
(and load cell if used) on the line of load application with its
load the platform with sufficient weights to provide the
base bearing against a suitable reaction system and its piston
necessary resistance to the maximum anticipated lateral test
actingagainstasuitableyokeattachedbymeansoftwoparallel
loads to be applied. Provide a suitable bearing surface on the
tension members to the test element or element group (see Fig.
edge of the platform against which the reactive lateral load will
3a). Where required to adequately transmit the jacking load,
be applied.
install steel bearing plates. If a double-acting hydraulic jack is
8.3.5 Other Reaction Systems (Optional)—Use any other
used (Fig. 3b), place the jack cylinder on the line of load
specified suitable reaction system such as an existing structure.
application connecting the cylinder’s casing to the anchorage
8.4 Load Applied by Hydraulic Jack(s) Acting Between Two system and the jack piston to a suitable strut or steel rod
Test Elements or Test Element Groups (Fig. 2)—Test the lateral
adequately secured to the test element or element group. The
capacity of two single elements or two similar element groups
steel strut or rod may be supported at intermediate points
simultaneously by applying either a compressive or tensile
provided such supports do not restrain the strut or rod from
force between the element or element groups with a hydraulic
moving in the direction of load application. If a center-hole
jack(s). Test elements or test groups may be any convenient
jack is used (Fig. 3c), center the jack cylinder (and load cell if
distance apart. If necessary, insert a steel strut(s) between the
used) along the line of load application with its base bearing
hydraulic jack(s) and one of the test elements or groups.
against a suitable reaction and with its piston acting against a
Remove all temporary blocking and cribbing underneath
suitable clamp or nut attached to a steel rod or cable fastened
plates, strut(s), and cylinder(s) (and load cell(s) if used), after
securely to the test element or group. Provide a hole through
the first load increment has been applied and do not brace any
the reaction system for the tension member. If necessary to
strut(s).
transmit the jacking forces, insert a steel bearing plate between
8.5 Load Applied by Pulling (Optional): the reaction and the jack base.
FIG. 2 Typical Arrangement for Testing Two Elements Simultaneously
D3966/D3966M − 22
FIG. 3 Typical Arrangements for Applying Pulling Loads with Hydraulic Jack (Top Views)
8.5.4 Pulling Load Applied by Other Power Source Acting dynamometer or other load indicating device in the pulling line
against an Anchorage System (Fig. 4)—Apply the lateral between the power source and the test element or group (see
tensile load with a winch or other suitable device. Insert a Fig. 4a). If a multiple part line is used, insert the dynamometer
FIG. 4 Typical Arrangements for Applying Lateral Loads with Power Source such as Winch (Top Views)
D3966/D3966M − 22
or equivalent device in the line connecting the pulling blocks side of the cap opposite the point of load application extended
witheitherthetestelement(orgroup)ortheanchoragesystem. a sufficient distance to provide for the support element(s). To
(See Fig. 4b). prevent rotation of the element cap under lateral load, support
the end of the cap opposite that of the point of load application
8.6 Fixed-Head Test (Optional):
ononeormorebearingelementswithsteelplatesandrollersin
8.6.1 Individual Element (Fig.5)—Installthetestelementso
accordance with 8.6.1 between the bottom of the cap and the
that it extends a sufficient distance above the adjacent ground
top of the bearing element(s).
surface to accommodate the steel frames but not less than 2 m
[6.5 ft]. Firmly attach by clamping, welding, or some other 8.7 Combined Lateral and Axial Loading (Optional):
means, a right angle (approximately 30–60–90) frame to each
8.7.1 General—Test the element or element group under a
side of that portion of the element extending above ground
combination of lateral loading and axial compressive or tensile
surface. Design and construct the frame to prevent the top of
loading as specified.Apply the lateral load using method 8.3 or
theelementfromrotatingunderthemaximumlateralloadtobe
8.4. Employ suitable methods and construction to ensure that
applied. Support the ends of the frames on steel rollers acting
the element or element group is not significantly restrained
between steel bearing plates with the bottom bearing plate from lateral movement by the axial load.
supported on a element(s) or cribbing with sufficient bearing
8.7.2 Compressive Load (Fig. 7)—Apply the specified axial
capacity to prevent any significant vertical deflections of the
compressive load in accordance with Test Method D1143/
ends of the frame. Maintain a clear distance of not less than 3
D1143M. Place an anti-friction device in accordance with
m [10 ft] between the test element and support for the ends of
8.7.2.1, 8.7.2.2, or as otherwise specified between the com-
the frames. The steel bearing plate shall be of sufficient size to
pressive loading jack and the test plate on top of the test
accommodate the ends of the frames and the steel rollers
element or element group.
including the maximum anticipated lateral travel. Steel rollers
8.7.2.1 Plate and Roller Assembly (Fig. 8a)—The plate and
shall be solid and shall be of sufficient number and diameter
roller assembly shall be designed to support the maximum
(but not less than 50 mm [2 in.] in diameter) to permit free
applied compressive load without crushing or flattening of
horizontal movement of the frames under the anticipated
rollers and without indention or distortion of plates, and to
downward pressures resulting from the maximum lateral test
provide minimal restraint to the lateral movement of the test
load to be applied.
element or group as the lateral test loads are applied. Fig. 8a
illustrates a typical assembly having a compressive load limit
NOTE 5—For practical purposes for a 3-m [10-ft] spacing between the
of 890 kN [100 tons]. The two plates shall be of Specification
testelementandframesupport,itcanbeassumedthattheverticalreaction
at the ends of the frames is equal to the lateral load being applied to the
A572/A572M steel or equal with a minimum yield strength of
test element at the ground surface.
290 MPa [42 000 psi] and shall have a minimum thickness of
8.6.2 Element Group (Fig. 6)—Install the test elements with 75 mm [3 in.]. The plates shall have sufficient lateral dimen-
element tops a sufficient distance above the point of load sions to accommodate the length of rollers required for the
applicationtoprovidefixitywhenthetestgroupiscapped.Cap compressive loads and for the anticipated travel of the rollers
the test group with an adequately designed and constructed as the test element or group moves laterally under load. The
reinforced concrete or steel grillage cap with sufficient embed- contacting surfaces of the steel plates shall have a minimum
ment of the elements in the cap to provide fixity and with the surface roughness of 63 as defined and measured by
FIG. 5 Example of Fixed-Head Test Set-up for Lateral Test on Individual Pile
D3966/D3966M − 22
FIG. 6 Example of Fixed-Head Test Set-up for Lateral Test on Element Group
FIG. 7 Typical Example of Set-up for Combined Lateral and Axial Compressive Load
ASME B46.1. The rollers shall be of sufficient number and having a minimum surface roughness of 4 as defined and
length to accommodate the compressive loads and shall be of measured by ASME B46.1. The area of contact between the
Specification A572/A572M steel Grade 45 or equal (minimum tetrafluoroethylene polymer and the stainless steel plate shall
yieldstrength310MPa[45 000psi])withaminimumdiameter
be sufficient to maintain a unit pressure of less than 14 MPa
of 75 6 0.03 mm [3 6 0.001 in.]. The rollers shall have a [2000 psi] under the compressive loads to be applied. The area
minimum surface roughness of 63 as defined and measured by
of the stainless steel plate shall be sufficient to maintain full
ASME B46.1. The plates shall be set level and the rollers shall surface contact with the tetrafluoroethylene polymer as the test
be placed perpendicular to the direction of lateral load appli-
element or group deflects laterally. The stainless steel plate
cation with adequate spacing to prevent binding as lateral
shall be formed with lips on opposite sides to engage the edges
movement occurs.
of the test plate under the lateral load. During the lateral test,
8.7.2.2 Antifriction Plate Assembly (Fig. 8b)—The antifric-
the lips shall be oriented in the direction of the applied lateral
tion plate assembly shall be designed and constructed as
load. The use of a plate assembly having an equivalent sliding
illustrated in Fig. 8b and shall consist of the following
friction shall be permitted. The use of two steel plates with a
elements: (1) a minimum 25-mm [1-in.] thick steel plate, (2) a
layer of grease in between shall not be permitted.
minimum 3.4 mm [10-gauge] steel plate tack welded to the
3 NOTE 6—Combined lateral and axial comp
...