Deep Foundation Elements Under Static Lateral Load: Standard Test Methods For

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 Load1
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

1.1 The test methods described in this standard measure the design and approve all loading apparatus, loaded members and
lateral deflection of an individual vertical or inclined deep support frames. The foundation engineer shall design or
foundation element or group of elements when subjected to specify the test procedures. The text of this standard references
static lateral loading. These methods apply to all deep notes and footnotes, which provide explanatory material. These
foundations, or deep foundation systems as they are practical to notes and footnotes (excluding those in tables and figures) shall
test. The individual components of which are referred to herein not be considered as requirements of the standard. This
as elements that function as, or in a manner similar to, drilled standard also includes illustrations and appendices intended
shafts, micropiles, cast-in-place piles (augered-cast-in-place only for explanatory or advisory use.
piles, barrettes, and slurry walls), driven piles, such as pre-cast 1.6 Units—The values stated in either SI units or inch-
concrete piles, timber piles or steel sections (steel pipes or pound units are to be regarded separately as standard. The
H-beams) or any number of other element types, regardless of values stated in each system may not be exact equivalents;
their method of installation. Although the test methods may be therefore, each system shall be used independently of the other.
used for testing single elements or element groups, the test Combining values from the two systems may result in non-
results may not represent the long-term performance of the conformance with the standard.
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
entire deep foundation system. 1.7 The gravitational system of inch-pound units is used
1.2 This standard provides minimum requirements for test- when dealing with inch-pound units. In this system, the pound
ing deep foundation elements under static lateral load. Project [lbf] represents a unit of force [weight], while the unit for mass
plans, specifications, provisions, or any combination thereof is slug. The rationalized slug unit is not given, unless dynamic
may provide additional requirements and procedures as needed [F=ma] calculations are involved.
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 The procedures used to specify how data are collected,
(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-
1.3 Apparatus and procedures herein designated “optional” dures used do not consider material variation, purpose for
may produce different test results and may be used only when obtaining the data, special purpose studies, or any consider-
approved by the foundation engineer. The word “shall” indi- ations for the user’s objectives; and it is common practice to
cates a mandatory provision, and the word “should” indicates increase or reduce significant digits of reported data to be
a recommended or advisory provision. Imperative sentences commensurate with these considerations. It is beyond the scope
indicate mandatory provisions. of this standard to consider significant digits used in analysis
methods for engineering data.
1.4 The foundation engineer should interpret the test results
obtained from the procedures of this standard to predict the 1.9 The method used to specify how data are collected,
actual performance and adequacy of elements used in the calculated, or recorded in this standard is not directly related to
constructed foundation. the accuracy to which the data can be applied in design or other
uses, or both. How one applies the results obtained using this
1
These test methods are under the jurisdiction of ASTM Committee D18 on Soil
standard is beyond its scope.
and Rock and are the direct responsibility of Subcommittee D18.11 on Deep 1.10 This standard offers an organized collection of infor-
Foundations.
Current edition approved Jan. 1, 2022. Published February 2022. Originally
mation or a series of options and does not recommend a
approved in 1981. Last previous edition approved in 2013 as D3966 – 07(2013)ɛ1. specific course of action. This document cannot replace edu-
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
Copyright ASTM International

Provided by Accuris under license with ASTM
1Licensee=University of Newcastle/5950321001, User=Zhang, Yuting
No reproduction or networking permitted without license from Accuris Not for Resale, 08/13/2023 01:08:52 MDT
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.
1.12 This international standard was developed in accor- 3.2.2 deep foundation, n—a relatively slender structural
dance with internationally recognized principles on standard- element that transmits some or all of the load it supports to soil
ization established in the Decision on Principles for the or rock well below the ground surface, such as a steel pipe pile
Development of International Standards, Guides and Recom- or concrete drilled shaft.
mendations issued by the World Trade Organization Technical 3.2.3 driven element, n—a deep foundation unit made of
Barriers to Trade (TBT) Committee. preformed material with a predetermined shape and size and
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:2 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
D653 Terminology Relating to Soil, Rock, and Contained 3.2.6 gage or gauge, n—an instrument used for measuring
Fluids load, pressure, displacement, strain or such other physical
D1143/D1143M Test Methods for Deep Foundation Ele- properties associated with load testing as may be required.
ments Under Static Axial Compressive Load
D3689/D3689M Test Methods for Deep Foundations Under 4. Summary of Test Method
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
Concrete Deep Foundations C Cyclic Loading 10.1.4
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
2.2 American Society of Mechanical Engineer Standards:3 G Specified Lateral Movement 10.1.8
H Combined Loading 10.1.9
ASME B30.1 Jacks
ASME B40.100 Pressure Gauges and Gauge Attachments 5. Significance and Use
2
For referenced ASTM standards, visit the ASTM website, www.astm.org, or 5.1 Field tests provide the most reliable relationship be-
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM tween the static lateral load applied to a deep foundation and
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
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`
3
Available from American Society of Mechanical Engineers (ASME), ASME
International Headquarters, Three Park Ave., New York, NY 10016-5990, http:// along the element and the long-term load-deflection behavior.
www.asme.org. The foundation engineer may evaluate the test results to

D3966/D3966M − 22
determine if, after applying the appropriate factors, the element 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-
element test program, the foundation engineer may also use the tially identical conditions to those for tested element(s)
results to assess the viability of different sizes and types of including, but not limited to, subsurface conditions, element
foundation elements and the variability of the test site. type, length, size and stiffness, and element installation meth-
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 reinforcement in the test elements in order to safely conduct the
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
the element or element cap (hereinafter unless otherwise 6. Test Foundation Preparation
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
failure load from which the foundation engineer may determine or group using the same material and backfilling methods as for
the lateral load capacity of the element. Tests that achieve a production elements. Cut off or build up the test element(s) as
failure load may help the designer improve the efficiency of the 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

inclined element, the foundation engineer may elect to use top as necessary to properly install the apparatus for measuring
lateral test results from a nearby vertical element to evaluate movement, for applying load, and for measuring load.
the lateral capacity of the inclined element. 6.2 For tests of single elements, install solid steel test
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-
face. 6.3 For tests on element groups, cap the element group with
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 Type of structure to be supported, including sensitivity 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
6.6 Elimination of Element Cap Friction (Optional)— need for personnel within the immediate test area. All reason-
Provide a clear space beneath the element cap as specified by able effort shall be made to locate pumps, load cell readouts,
the foundation engineer. This option isolates the lateral re- data loggers, and test monitoring equipment at a safe distance
sponse of the elements from that of the element cap. away from jacks, loaded beams, weighted boxes, dead weights,
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
backfilling with compacted fill on the side opposite the point of 8.1 General:
load application, or by constructing the element cap above the 8.1.1 The apparatus for applying lateral loads to a test
ground surface against an embankment. If specified, place element or element group shall conform to one of the methods
compacted against the sides of the element cap to the extent described in 8.3 – 8.7. Unless otherwise specified, construct the
practicable. test apparatus so that the resultant loads are applied
NOTE 1—Deep foundations sometimes include hidden defects that may horizontally, at approximately element cut-off elevation, and in
go unnoticed prior to static testing. Low strain integrity tests as described line with the central vertical axis of the element or element
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 in Test component. The apparatus for applying and measuring loads
Methods D7949 may provide a useful pre-test evaluation of the test
foundation. While the former two methods can be done at any time,
described in this section shall be designed in accordance with
including after the test, thermal integrity profiling must be done relatively recognized standards by a qualified engineer who shall clearly
soon after the concrete element is cast. define the maximum allowable load that can be safely applied.
NOTE 2—When testing a cast-in-place concrete element such as a
drilled shaft, the size, shape, material composition and properties of the NOTE 3—For lateral tests on inclined element frames or element groups
element can influence the element capacity and the interpretation of strain involving inclined elements, consider applying the lateral test loads at the
measurements described in Section 9, if used. actual or theoretical point of intersection of the longitudinal axis of the
elements in the frame or group.
7. Safety Requirements 8.1.2 Struts and Blocking—Struts shall be of steel and of
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-cohesive soils may affect test results. Reaction elements that penetrate
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
element or element group. The hemispherical bearing(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
8.1.6 Provide bearing stiffeners as needed between the transducers used to pressurize it shall be rated to a safe pressure
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 Unless otherwise specified, the hydraulic jack(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 applied load. When not feasible to calibrate a jacking system as
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.
erties compromised by fatigue, bending, or excessive heat, 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], place a properly positioned load cell or equivalent device
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 otherwise specified the load cell(s) shall have a calibration to at
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 element or group with a suitable tension member such as a wire
the jacks, load cells (if used), and struts or blocking at the same 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. element or group. If two tension members are used, fasten them
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 line parallel to the lines of load application and passing through
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
the reaction elements with reinforced concrete, steel, or timber, 8.5.2 Anchorage System—Maintain a clear distance of not
or brace between the elements, or fasten the tops of the less than 6 m [20 ft] or 20 element diameters between the test
elements together to develop the lateral resistance of the entire element or group and the reaction or anchorage system
group. Install any inclined reaction elements in a direction complying with 8.3, or as otherwise specified by the foundation
away from the test element or group (see Fig. 1a). engineer. Furnish an anchorage system sufficient to resist
8.3.3 Deadman (Fig. 1b)—Where soil or site conditions are without significant movement the reaction to the maximum
suitable, install a deadman consisting of cribbing, timber lateral load to be applied to the test element or group.
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
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. hydraulic cylinder such as conventional type, push-pull type, 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 acting against a suitable yoke attached by means of two parallel
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
with either the test element (or group) or the anchorage system. a sufficient distance to provide for the support element(s). To
(See Fig. 4b). prevent rotation of the element cap under lateral load, support
8.6 Fixed-Head Test (Optional): the end of the cap opposite that of the point of load application
8.6.1 Individual Element (Fig. 5)—Install the test element so on one or more bearing elements with steel plates and rollers in
that it extends a sufficient distance above the adjacent ground accordance with 8.6.1 between the bottom of the cap and the
surface to accommodate the steel frames but not less than 2 m top of the bearing element(s).
[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
the element from rotating under the maximum lateral load to be 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
NOTE 5—For practical purposes for a 3-m [10-ft] spacing between the illustrates a typical assembly having a compressive load limit
test element and frame support, it can be assumed that the vertical reaction of 890 kN [100 tons]. The two plates shall be of Specification
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
application to provide fixity when the test group is capped. 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
yield strength 310 MPa [45 000 psi]) with a minimum diameter 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
25-mm [1-in.] thick plate, (3) a minimum 2.4-mm [3⁄32-in.] NOTE 6—Combined lateral and axial compressive loading is recom-
mended to simulate in-service conditions. Precautions should be taken to
sheet of virgin tetrafluoroethylene polymer with reinforcing avoid a vertical component resulting from the applied lateral load or a
aggregates prebonded to the 3.4-mm [10-gauge] plate by a lateral component from the applied axial load.
heat-cured epoxy, and (4) a minimum 6.4-mm [1⁄4-in.] thick NOTE 7—An apparatus for applying an axial tensile load to the test
plate of Specification A240/A240M Type 304 stainless steel element in combination with a lateral test load is difficult to construct

10
Licensee=University of Newcastle/5950321001, User=Zhang, Yuting
D3966/D3966M − 22
FIG. 8 Typical Anti-friction Devices for Combined Load Test
without restraining the test element from moving laterally under the lateral diameters under certain circumstances, if the foundation engi-
test loads. If it is required that a element be tested under combined axial neer considers the possible negative effects.
tensile and lateral loading, the use of a suitable crane equipped with a line
load indicator is suggested for applying the uplift or tensile loads. Some 9.1.2 Reference beams shall have adequate strength,
type of universal acting device should be used in the tension member stiffness, and cross bracing to support the test instrumentation
connecting the test element with the crane hook. That in combination with and minimize vibrations that may degrade measurement of the
the crane falls should minimize restraint against lateral movement of the
test element under lateral loads.
element movement. One end of each beam shall be free to
move laterally as the beam length changes with temperature
9. Apparatus for Measuring Movement variations. Supports for reference beams and wirelines shall be
9.1 General: isolated from moving water and wave action. Provide a tarp or
9.1.1 Reference beams and wirelines shall be supported shelter to prevent direct sunlight and precipitation from affect-
independent of the loading system, with supports firmly ing the measuring and reference systems.
embedded in the ground at a clear distance from the test 9.1.3 Dial and electronic displacement indicators shall con-
element of at least five times the diameter of the test element(s) form to ASME B89.1.10.M and should generally have a travel
but not less than 2.5 m [8 ft], and at a clear distance from any of 100 mm [4 in.], but shall have a minimum travel of at least
anchor elements of at least five times the diameter of the 75 mm [3 in.]. Provide greater travel, longer stems, or sufficient
anchor element(s) but not less than 2.5 m [8 ft]. Reference calibrated blocks to allow for greater movement if anticipated.
supports shall also be located as far as practicable from any Electronic indicators shall have a real-time display of the
struts or supports but not less than a clear distance of 2.5 m [8 movement available during the test. Provide a smooth bearing
ft]. The clear distance between the test element and reference surface for the indicator stem perpendicular to the direction of
supports may be decreased to no less than three test element stem travel, such as a small, lubricated, glass plate glued in
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---

D3966/D3966M − 22
place. Except as required in 9.4, indicators shall have minimum element cap, with the stems parallel to the line of load
graduations of 0.25 mm [0.01 in.] or less, with similar application to bear on the reference beam(s). When locating
accuracy. Scales used to measure element movements shall reference beam(s) on the side of the test element, or element
have a length no less than 150 mm [6 in.], minimum gradua- cap, opposite a compressive load, or on the same side as tensile
tions of 0.5 mm [0.02 in.] or less, with similar accuracy, and load application, allow sufficient clearance between the test
shall be read to the nearest 0.1 mm [0.005 in.]. Survey rods element or element cap and the reference beam for the
shall have minimum graduations of 1 mm [0.01 ft] or less, with anticipated lateral movement of the element or element group.
similar accuracy, and shall be read to the nearest 0.1 mm [0.001 9.2.3 Wireline, Mirror, and Scale (Fig. 9)—Orient a wireline
ft]. perpendicular to the line of load application placing the
9.1.4 Dial indicators and electronic displacement indicators wireline supports as far as feasible from the test element(s),
shall be in good working condition and shall have a full range anchor element(s), deadmen, or cribbing. The wireline shall
calibration within three years prior to each test or series of include a weight or spring to maintain a constant tension force
tests. Furnish calibration reports prior to performing a test, in the wire, so that, when plucked or tapped, the wireline will
including the ambient air temperature during calibration. return to its original position. Use clean, uncoated steel wire
9.1.5 Clearly identify each displacement indicator, scale, with a diameter of 0.25 mm [0.01 in.] or less for the wirelines.
and reference point used during the test with a reference Each wireline shall pass across, and remain clear of, a scale
number or letter. mounted on the test element or element cap parallel to the line
9.1.6 Indicators, scales, or reference points attached to the
of load application. Mount the scale on a mirror affixed to the
test element, element cap, reference beam, or other references
test element or element cap and use the wireline as a reference
shall be firmly affixed to prevent movement relative to the test
line to read the scale. Use the mirror to eliminate parallax error
element or element cap during the test. Unless otherwise
in the scale reading by lining up the wire and its image in the
approved by the foundation engineer, verify that reference
mirror. Align the wire not more than 13 mm [0.5 in.] from the
beam and wireline supports do not move during the test as
face of the scale. When locating a wireline on the side of the
provided in 9.6.
test element, or element cap, opposite a compressive load, or
9.2 Element Top Lateral Movements: on the same side as tensile load application, allow sufficient
9.2.1 Unless otherwise specified, all lateral load tests shall clearance between the test element or element cap and the
include apparatus for measuring the lateral movement of the wireline for the anticipated lateral movement of the element or
test element top, or elements within a group, or the element element cap.
group cap. This apparatus as described herein shall include a 9.2.4 Surveyor’s Transit and Scale—Mount a scale parallel
primary measurement system and at least one redundant, to the line of load application on the side or top of the test
secondary system. element or element cap and readable from the side. Establish
NOTE 8—When possible use displacement indicators as the primary outside of the immediate test area a permanent transit station
system to obtain the most precise measurements. Use the redundant and a permanent backsight or foresight reference point on a
system(s) to check top movement data and provide continuity when the line perpendicular to the line of load application and passing
measuring system is disturbed or reset for additional movement.
through the target scale. Take readings of lateral movement on
9.2.2 Displacement Indicators (Fig. 1)—Orient the refer- the target scale using a surveyor’s transit referenced to the
ence beam(s) perpendicular to the line of load application, fixed backsight or foresight.
placing the beam supports as far as feasible from the test
9.2.5 Other Types of Measurement Systems (Optional)—The
element, anchor elements, deadmen, or cribbing. Mount the
foundation engineer may specify another type of measurement
displacement indicator(s) on the reference beams to bear on the
system satisfying the basic requirements of 9.2.
element top along the line of load application of the test
element, or element cap, with stems parallel to the line of load 9.3 Rotational Movement (Optional) (Fig. 10)—Measure
application. Alternatively, mount two indicators on axisymmet- the rotation of the head of the test element using a steel
ric points equidistant from the center of the test element, or extension member firmly attached to, or embedded in, and in
FIG. 9 Typical Wire-Scale Arrangements to Measure Lateral Deflections (Top Views)

--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---

12
D3966/D3966M − 22
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
FIG. 10 Typical Arrangements for Measuring Element Head Rotation
axial alignment with the test element, and extending a mini- a minimum of 0.6 m [2 ft] vertically above the displacement
mum of 0.6 m [2 ft]. Mount the displacement indicator(s) on a indicator used to measure the lateral element top movement
reference beam with the gauge stem(s) parallel to the line of (Fig. 10b). For fixed-head tests on individual elements, use the
load application and bearing against the side of the extension apparatus for measuring rotation of free-head tests except that
member near its top (Fig. 10a). Measure the rotation of an the upper displacement indicator may bear against the element
element cap by either (1) readings on reference points located or measure the vertical movements at the ends of the steel
on top of and at opposite ends of the element cap in the line frames using either a displacement indicator or a surveyor’s
with the load application and obtained with either displacement level with a target rod or vertical scale (Fig. 10c).
indicators mounted on an independent reference system, or a
surveyor’s level to read either a target rod or vertical scales 9.4 Vertical Movement (Optional)—Measure the vertical
with reference to a fixed bench mark; or (2) a displacement movements of the test element(s) or element group in accor-
indicator with its stem parallel to the line of load application dance with Test Method D1143/D1143M except that only one
and bearing against the side of the element or element cap, or measuring system shall be required. For a test on an individual
a suitable extension thereto, and mounted on a reference beam element a single reference point on the element is sufficient.

13
D3966/D3966M − 22
For a test on an element cap, take readings on two reference fully instrumented element and a complete history of gauge
points on opposite sides of the element cap and in line with the readings starting before their installation in the element.
applied load. NOTE 11—To interpret strain measurements and estimate element
stresses, the foundation engineer should require a depth profile describing
9.5 Side Movement (Optional)—Measure the movement of the variation of element constituents and their strength, cross sectional
the test element(s) or element group in a direction perpendicu- area, and stiffness. Stiffness properties may vary with the applied stress,
lar to the line of load application using either a dial gauge especially for grout or concrete. Obtain this information from installation
records and separate material property tests as needed. For elements
mounted on a reference beam with the gauge stem bearing constructed with concrete or grout, cracking of the concrete or grout can
against the side of the element or element cap or a scale greatly impact strain measurements.
mounted horizontally on the element or element cap perpen-
dicular to the line of load application and read with an 10. Test Procedures
engineer’s transit set up at a fixed position with the line of sight 10.1 Loading:
referenced to a fixed foresight or backsight. 10.1.1 General:
NOTE 9—The measurement of vertical and side movements of the test 10.1.1.1 Apply test loads following one of the procedures
element under lateral loading may reveal eccentric loading or an abnormal described below for each test method, or as modified by the
behavior of the test element. Such measurements are recommended if the
precise response of the test element to the lateral test load is required.
foundation engineer. If feasible, the maximum applied load
should achieve a deflection of at least twice the maximum
9.6 Movement of Testing Apparatus: tolerable deflection of the foundation system. Do not exceed
9.6.1 Lateral Movements—Measure the movements along the safe structural capacity of the element or element group, or
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
the line of load application of the reference beam(s) and the loading apparatus. Do not leave a loaded element unat-
reaction system using either a surveyor’s transit reading target tended.
scales attached to the reference beam(s) and the reaction 10.1.1.2 To avoid excessive creep and possible structural
system at strategic locations along the line of load application failure of cast-in-place concrete elements, delay load testing
or displacement indicators suitably mounted and referenced. after concrete placement to permit the fresh concrete to gain
For transit readings, establish permanent transit stations and adequate strength and stiffness. Use test cylinders or cores of
fixed backsights or foresights outside of the immediate test the element concrete to determine the appropriate wait time,
area. recognizing that the test cylinders will generally cure more
9.6.2 Vertical Movement (Optional)—Measure vertical quickly than concrete in the element.
movements of the reference beam(s) and reaction system using 10.1.1.3 When temporarily dewatering a test site with ele-
a surveyor’s level reading and a target rod or vertical scale ments installed in granular soils, maintain the groundwater
located at strategic reference points along the line of load level as near to the ground surface as possible and record the
application. Reference level readings to a fixed benchmark groundwater surface elevation during the test. Correct the axial
located outside of the test area. element capacity for the difference in groundwater level as
judged appropriate, but generally only when the difference
9.7 Axial Deflections (Optional)—Install in or on the test exceeds 1.5 m [5 ft].
element(s) to the depth(s) specified, tubing or ducts suitable to 10.1.2 Procedure A: Standard Loading—Unless failure oc-
accommodate the types of inclinometer specified to be used. curs first, apply and remove a total test load equal to 200 % of
NOTE 10—Except for very short stiff elements, inclinometer measure- the proposed lateral design load of the element or element
ments are generally not warranted for the full length of the element. group as follows:
Generally, such measurements can be limited to the upper third or half of
the element length. The project specifications should clearly indicate the Standard Loading Schedule
contractor’s responsibility for providing this instrumentation system as Percent of Load Duration,
appropriate including materials, installation, equipment, and use. Practice Design Load min
0 —
D6230 has been updated to include the use of inclinometers during lateral 25 10
load testing. 50 10
75 15
9.8 Strain Measurements (Optional)—Measure the strain of 100 20
the test element(s) during loading at locations specified by the 125 20
foundation engineer to help evaluate the distribution of load 150 20
170 20
transfer from the element to the surrounding soil. Measure 180 20
element strain directly using strain gauges installed along the 190 20
length of the element axis. Install the gauge in pairs to measure 200 60
150 10
axial strain, with the gauges in each pair located at the same 100 10
depth, symmetrically opposite each other, equidistant from and 50 10
parallel to the element axis, and in line with the applied load. 0 —
Measure and record the distance from the element top to the NOTE 12—Consideration should be given to limiting the lateral test load
gauges to the nearest 10 mm [0.5 in.]. The gauge type and to that which would produce a maximum specified lateral movement,
installation shall be as specified by the foundation engineer and established for safety and load stability reasons.
shall include temperature compensation as recommended by 10.1.3 Procedure B: Excess Loading (Optional)—After ap-
the gauge manufacturer. Where feasible, measurement pro- plying and removing the standard test load in accordance with
grams involving strain gauges should include calibration of the 10.1.2 (and 10.1.4 for standard loading if applicable), apply

14
D3966/D3966M − 22
and remove the additional specified test loads in accordance tion with standard loading or after the completion of standard
with the following table: loading. Apply surge loads at a uniform rate by continuous
Excess Loading Schedule activation of the hydraulic jack (or other power source) and
(following 10.1.2 loading) remove the surge load at a uniform rate by continuous release
Percent of Load Duration,
Design Load min
of the power source.
0 10 10.1.5.2 Surge Loading with Standard Loading—Apply and
50 10 remove the test load in accordance with the following table:
100 10
150 10 Surge Loading ScheduleA
200 10 with Standard Loading
210 15 Percent of Load Duration,
220 15 Design Load min
230 15 0 —
240 15 25 10
250 15 50 10
etc. to maximum load etc. at 15 min 75 15
specified in 10 % increments intervals 100 20
max 30 50 10
75 max 10 0 10
50 max 10 100 —
25 max 10 0 —
0 — 100 —
0 —
10.1.4 Procedure C: Cyclic Loading (Optional)—Apply and 50 10
75 10
remove the test load in accordance with the following table: 100 10
Cyclic Loading Schedules 125 20
Standard Loading 150 20
Percent of Load Percent of Load 75 10
Design Load Duration Design Load Duration 0 10
min min 150 —
0 — 75 10 0 —
25 10 0 10 150 —
50 10 50 10 0 —
25 10 100 10 50 10
0 10 150 10 100 10
50 10 170 20 150 10
75 15 180 20 170 20
100 20 190 20 180 20
50 10 200 60 190 20
0 10 150 10 200 60
50 10 100 10 100 10
100 10 50 10 0 10
125 20 0 — 200 —
150 20 — — 0 —
Cyclic Loading Schedules 200 —
Excess LoadingA 150 10
Percent of Load Percent of Load 100 10
Design Load Duration Design Load Duration 50 10
min min 0 —
Follow standard 100 10
A
cyclic loading 0 10 Schedule shown for two surges each at three load levels. If additional surges are
schedule to 200 % 50 10 specified or at other load levels follow the same loading and holding pattern.
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
200 60 100 10
100 10 150 10 10.1.5.3 Surge Loading After Standard Load—After apply-
0 10 200 10 ing and removing loads in accordance with 10.1.2, reapply the
50 10 250 10
100 10 260 15 load to each specified load level and for the specified number
150 10 270 15 of loading cycles, allowing sufficient time at each zero and
200 10 280 15 peak load level for taking and recording the required load-
210 15 290 15
220 15 300 30 movement data.
230 15 225 10 10.1.6 Procedure E: Reverse Loading (Optional)—Reverse
240 15 150 10
250 15 75 10
loading involves the application of lateral test loads in either
200 10 0 — the push mode followed by the pull mode or vice versa. Test
the element or element group in accordance with the loading
A
Schedule for 300 % maximum load. For loading in excess of 300 %, hold 300 % schedule in 10.1.2 – 10.1.5 as specified first in one direction
load for 15 min, follow loading and holding time pattern for additional loading and
hold maximum load for 30 min.
and then in the opposite direction.
10.1.7 Procedure F: Reciprocal Loading (Optional)—
10.1.5 Procedure D: Surge Loading (Optional): Apply and remove each specified lateral load level first in one
10.1.5.1 General—Surge loading involves the application of direction and then in the opposite direction for the number of
any specified number of multiple loading cycles at any specified cycles. Hold each peak and zero load until load-
specified load level. Surge loading may be applied in conjunc- deflection readings can be taken.

15
D3966/D3966M − 22
NOTE 13—Suitable apparatus is required to permit reversing the loads. produce the gross lateral movement of the test element in
Double-acting hydraulic cylinders are available in various sizes that can accordance with the following table:
be activated by hand-operated, electric-powered, or air-hydraulic-powered
pumps. Fig. 11 illustrates various possible setups for applying reverse and Specified Lateral
reciprocal loading. Reciprocal loads can be applied with a suitable Movement Schedule
Percent of Specified Load Duration,
powered crank and connecting rod system combined with a device to
Lateral Movement min
measure the applied loads. 0 —
10.1.8 Procedure G: Specified Lateral Movement 25 10
50 10
(Optional)—Apply and remove the lateral load required to
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
FIG. 11 Typical Reverse Lateral Loading Set-ups

16
D3966/D3966M − 22
Specified Lateral element failure occurs, record test readings immediately before
Movement Schedule removing the first load decrement.
Percent of Specified Load Duration,
Lateral Movement min 10.2.3 Procedure D: Surge Loading—For initial application
75 20 of test loads, for holding periods, for initial removal of the load
100 30 and after removal of all loads, record the test readings in
75 10
50 10 accordance with 10.2.2. For the surge loading, record test
25 10 readings at the start and end of each load application.
0 — 10.2.4 Rotational Movements—When measuring rotational
10.1.9 Procedure H: Combined Loading (Optional)—When movements, record these test readings of immediately before
the element or element group is tested under combined loading, and after the application of each load increment and the
in accordance with 8.7, apply the specified axial load before removal of each load decrement. Also record readings 30 min
applying the lateral loads and hold the axial load constant after removing the final test load.
during the application of the lateral loads in accordance with 10.2.5 Vertical or Side Movements—When measuring ver-
10.1.2 – 10.1.5, or as specified. tical or side movements, record these test readings before any
test load is applied, at the proposed design load, at the
10.2 Recording Test Readings: maximum applied load, and after all loads have been removed.
10.2.1 General: Intermediate readings for each load increment are recom-
10.2.1.1 For the required time intervals described below for mended to provide additional quality assurance.
each test method, record the time, applied load, and movement
readings (displacement, and if measured, axial deflection and 11. Report
strain) for each properly identified gauge, scale, or reference 11.1 The report of the load test shall include the following
point taken as nearly simultaneously as practicable. The information as required by the engineer and as appropriate to
foundation engineer may specify different reading intervals the element type, test apparatus, and test method:
from those given below as needed to satisfy the objectives of 11.1.1 General:
a particular test element program. Obtain additional test 11.1.1.1 Project identification and location,
readings as specified by the foundation engineer, or as conve- 11.1.1.2 Test site location,
nient for testing purposes, that is, when using a datalogger to 11.1.1.3 Owner, structural engineer, geotechnical engineer,
record readings at a constant time interval. Clearly record and element contractor, boring contractor,
explain any field adjustments made to instrumentation or 11.1.1.4 Nearest test boring(s) or sounding(s), and their
recorded data. location with reference to test location,
10.2.1.2 Verify the stability of the reference beams and load 11.1.1.5 In situ and laboratory soil test results, and
reaction system (including reaction elements) using a survey- 11.1.1.6 Horizontal and vertical control datum.
or’s level or transit and target rod or scales to determine 11.1.2 Element Installation Equipment:
movement. Record readings taken before applying any test 11.1.2.1 Make, model, type and size of hammer,
load, at the proposed design load, at the maximum test load, 11.1.2.2 Weight of hammer and ram,
and after the removal of all load. Intermediate readings for 11.1.2.3 Stroke or ram,
each load increment are recommended to provide additional 11.1.2.4 Rated energy of hammer,
quality assurance and detect potential failure of the load 11.1.2.5 Rated capacity of boiler or compressor,
reaction system. 11.1.2.6 Type and dimensions of capblock and element
10.2.1.3 When using inclinometers to obtain axial deflection cushion,
measurements as in 9.7, record the axial deflection just before 11.1.2.7 Weight and dimensions of drive cap and follower,
starting the test and, as a minimum, at the end of each loading 11.1.2.8 Size of predrilling or jetting equipment,
increment during the test. 11.1.2.9 Weight of clamp, follower, adaptor, and oscillator
10.2.1.4 When using embedded strain gauges to obtain for vibratory driver,
incremental strain measurements as in 9.8, record strain 11.1.2.10 Type, size, length, and weight of mandrel,
readings just before starting the test and, as a minimum, during 11.1.2.11 Type, size, and length of auger,
the test whenever recording readings of time, load, and 11.1.2.12 Type and size of grout pump,
movement. The foundation engineer may also require readings
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
11.1.2.13 Type, size, wall thickness, and length of drive

taken before and after the element installation to obtain a casing,
complete strain history and investigate residual stress behavior. 11.1.2.14 Detailed description of drilling equipment and
10.2.2 Procedure A, B, C, E, F, G, and H: Standard techniques, and
Measurement Intervals—Record test readings immediately be- 11.1.2.15 Size, type, length, and installation or extraction
fore and after the application of each load increment and the method of casings, or both.
removal of each load decrement. Record additional test read- 11.1.3 Test and Anchor Element Details:
ings at 5-min intervals between load increments and load 11.1.3.1 Identification and location of test and anchor
decrements. While the total test load is applied, record test elements,
readings at not less than 15-min intervals. Record test readings 11.1.3.2 Design load of test element or element group,
15 min and 30 min after the total load have been removed. If 11.1.3.3 Type and dimensions of test and anchor elements,

17
D3966/D3966M − 22
11.1.3.4 Test element material including basic 11.1.4.13 Rate of element penetration in m/s [ft/s] for last 3
specifications, m [10 ft], vibratory driving,
11.1.3.5 Element quality including knots, splits, checks and 11.1.4.14 When cap block replaced (indicate on log),
shakes, and straightness of elements, preservative treatment 11.1.4.15 When element cushion replaced (indicate on log),
and conditioning process used for timber test elements includ- 11.1.4.16 Cause and duration of interruptions in element
ing inspection certificates, installation, and
11.1.3.6 Wall thickness of pipe test element, 11.1.4.17 Notation of any unusual occurrences during in-
11.1.3.7 Weight per foot of H test element, stallation.
11.1.3.8 Description of test element tip reinforcement or 11.1.5 Element Testing:
protection, 11.1.5.1 Date and type of test,
11.1.3.9 Description of banding–timber elements, 11.1.5.2 Temperature and weather conditions during tests,
11.1.3.10 Description of special coatings used, 11.1.5.3 Number of elements in group test,
11.1.3.11 Test element (mandrel) weight as driven, 11.1.5.4 Brief description of load application apparatus,
11.1.3.12 Date precast test elements made, including jack capacity,
11.1.3.13 Details of concrete design, grout mix design, or 11.1.5.5 Location of point of load application with reference
both. to top of element or element cap, and to ground surface,
11.1.3.14 Concrete or grout (or both) placement techniques 11.1.5.6 Description of instrumentation used to measure
and records, element movement including location of indicators, scales, and
11.1.3.15 Concrete or grout (or both) sample strengths and other reference points with respect to element top,
date of strength test, 11.1.5.7 Description of special instrumentation such as
11.1.3.16 Description of internal reinforcement used in test inclinometers or strain gauges including location of such with
element (size, length, number longitudinal bars, arrangement, reference to element top,
spiral, or tie steel), 11.1.5.8 Axial load—type, amount, how applied,
11.1.3.17 Condition of precast elements including spalled 11.1.5.9 Special testing procedures used,
areas, cracks, top surface, and straightness of elements, 11.1.5.10 Tabulation of all time, load, and movement
11.1.3.18 Effective prestress, readings,
11.1.3.19 Degree of inclination for each element, 11.1.5.11 Tabulation of inclinometer readings, declination
11.1.3.20 Length of test element during driving, versus depth,
11.1.5.12 Identification and location sketch of all indicators,
11.1.3.21 Final element top and bottom elevations, and
scales, and reference points,
ground elevation referenced to a datum,
11.1.5.13 Description and explanation of adjustments made
11.1.3.22 Embedded length-test and anchor elements,
to instrumentation or field data, or both,
11.1.3.23 Tested length of test element, and
11.1.5.14 Notation of any unusual occurrences during
11.1.3.24 Final elevation of top of test element referenced to
testing,
fixed datum.
11.1.5.15 Test jack and other required calibration reports,
11.1.4 Test and Anchor Element Installation: 11.1.5.16 Groundwater level, and
11.1.4.1 Date installed, 11.1.5.17 Suitable photographs showing the test instrumen-
11.1.4.2 Volume of concrete or grout placed in element, tation and set-up.
11.1.4.3 Grout pressure used,
11.1.4.4 Description of pre-excavation or jetting (depth, 12. Precision and Bias
size, pressure, duration), 12.1 Precision—Test data on precision is not presented due
11.1.4.5 Operating pressure for double-acting and differen- to the nature of this test method. It is either not feasible or too
tial type hammers, costly at this time to have ten or more agencies participate in
11.1.4.6 Throttle setting—diesel hammer (at final driving), an in situ testing program at a given site.
11.1.4.7 Fuel type—diesel hammer, 12.1.1 The Subcommittee D18.11 is seeking any data from
11.1.4.8 Horsepower delivered and frequency of vibratory the users of this test method that might be used to make a
driver during final 3 m [10 ft] of element penetration, limited statement on precision.
11.1.4.9 Description of special installation procedures used 12.2 Bias—There is no accepted reference value for this test
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
such as elements cased off, method, therefore, bias cannot be determined.

11.1.4.10 Type and location of element splices,
11.1.4.11 Driving or drilling records, 13. Keywords
11.1.4.12 Final penetration resistance (blows per centimeter 13.1 field testing; jack; lateral static element capacity; load
[blows per inch]), cell; loading procedure; reference beam

18
D3966/D3966M − 22
ASTM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned
in this standard. Users 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.
This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and
if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards
and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the
responsible technical committee, which you may attend. If you feel that your comments have not received a fair hearing you should
make your views known to the ASTM Committee on Standards, at the address shown below.
This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959,
United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above
--````,``,,````,``,``,,``,```,,-`-`,,`,,`,`,,`---
address or at 610-832-9585 (phone), 610-832-9555 (fax), or service@astm.org (e-mail); or through the ASTM website
(www.astm.org). Permission rights to photocopy the standard may also be secured from the Copyright Clearance Center, 222
Rosewood Drive, Danvers, MA 01923, Tel: (978) 646-2600; http://www.copyright.com/

19

Deep Foundation Elements Under Static Lateral Load: Standard Test Methods For

Uploaded by

Copyright:

Available Formats

Deep Foundation Elements Under Static Lateral Load: Standard Test Methods For

Uploaded by

Document Information

Original Description:

Original Title

Copyright

Available Formats

Share this document

Share or Embed Document

Sharing Options

Did you find this document useful?

Is this content inappropriate?

Copyright:

Available Formats

Deep Foundation Elements Under Static Lateral Load: Standard Test Methods For

Uploaded by

Copyright:

Available Formats

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles

Standard Test Methods for

1. Scope 1.5 An engineer (qualified to perform such work) shall

Copyright ASTM International

Copyright ASTM International

5.4 If deemed impractical to apply lateral test loads to an

Copyright ASTM International

Copyright ASTM International

Copyright ASTM International

Copyright ASTM International

FIG. 2 Typical Arrangement for Testing Two Elements Simultaneously

Copyright ASTM International

Copyright ASTM International

Copyright ASTM International

Copyright ASTM International

FIG. 8 Typical Anti-friction Devices for Combined Load Test

Copyright ASTM International

FIG. 9 Typical Wire-Scale Arrangements to Measure Lateral Deflections (Top Views)

Copyright ASTM International

FIG. 10 Typical Arrangements for Measuring Element Head Rotation

Copyright ASTM International

Copyright ASTM International

Copyright ASTM International

FIG. 11 Typical Reverse Lateral Loading Set-ups

Copyright ASTM International

11.1.2.13 Type, size, wall thickness, and length of drive

Copyright ASTM International

such as elements cased off, method, therefore, bias cannot be determined.

Copyright ASTM International

Copyright ASTM International

You might also like