ISO 10137:1992

INTERNATIONAL
STANDARD
First edition
,
1992-04-l 5
Bases for design of structures - Serviceability
of buildings against vibration
Bases du calcul des constructions - Aptitude au service des b6timents
sous vibrations
Reference number
IS0 10137:1992(E)
IS0 10137:1992(E)
Contents
Page
.................................................................................................
Scope
.......................................................................
Normative references
....................................................................................
Definitions
........................................ 2
Description of the vibration problem
Dynamic actions .
...........................................................
Analysis of serviceability
.........................................................................
Vibration criteria
........................................................................ 11
Vibration control
.....................................................................
Vibration isolation
Annexes
.......................................................................
Dynamic actions
............................................... 17
Examples of vibration analysis
.................................................
Examples of vibration criteria
.......................... 28
Examples of methods of vibration isolation
..............................................................................
Bibliography
0 IS0 1992
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permission in writing from the publisher.
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Printed in Switzerland
ii
IS0 10137:1992(E)
Foreword
IS0 (the International Organization for Standardization) is a worldwide
federation of national standards bodies (IS0 member bodies). The work
of preparing International Standards is normally carried out through IS0
technical committees. Each member body interested in a subject for
which a technical committee has been established has the right to be
represented on that committee. International organizations, govern-
mental and non-governmental, in liaison with ISO, also take part in the
work. IS0 collaborates closely with the International Electrotechnical
Commission (IEC) on all matters of etectrotechnical standardization.
Draft International Standards adopted by the technical committees are
circulated to the member bodies for voting. Publication as an Inter-
national Standard requires approval by at least 75 % of the member
bodies casting a vote.
Internationa! Standard IS0 10137 was prepared by Technical Committee
ISO/TC 98, Bases for design of structures, Sub-Committee SC 2, Re-
liability of structures.
Annexes A, B, C, D and E of this International Standard are for infor-
mation only.
IS0 10137:1992(E)
Introduction
Economic use of high-strength and lightweight materials has resulted in
a trend towards more dynamically responsive structures. This trend is
exacerbated by the emergence of new sources of vibration acting on
buildings, and is compounded by an increasing demand for “vibration-
free” environments for proper functioning of industrial and laboratory
processes and instruments, and for work efficiency and personal com-
fort. In the past, vibrations in buildings have largely been controlled by
specified loads or limitation of static deflections, or they have simply not
occurred because of the massive nature of buildings. A number of un-
satisfactory vibration levels in buildings have been observed, however,
and this seems to indicate that the indirect criteria are no longer ad-
equate. Hence, this International Standard was developed with the ob-
jective of presenting the principles for predicting vibrations at the design
stage, in addition to assessing the acceptability of vibrations in existing
structures.
The recommendations presented here are for serviceability and not for
safety. It is, however, possible that some vibrations (usually associated
with resonance) can become a safety hazard. Therefore, for severe dy-
namic loading, a check on the possible occurrence of resonance and
associated limit stresses, deflections and fatigue effects should be car-
ried out. The vibration effects discussed here represent a serviceability
limit state in accordance with IS0 2394.
The serviceability limit state for vibrations is described by constraints,
generally consisting of vibration amplitudes (displacement, velocity or
acceleration), usually in combination with frequency or a frequency
range and possibly with other parameters. The constraints can also be
connected to stress, strain, cracking occurrence and duration. The con-
straints can be determined statistically, but are generally prescribed in
codes deterministically.
The design or evaluation criteria employed for achieving satisfactory
vibration behaviour of buildings in the serviceability limit state should
consider, among others, the following aspects:
variability of tolerance of human occupants due to cultural, regional
a)
or economic factors;
b) sensitivity of building contents to vibrations and changing use and
occupancy;
c) emergence of new dynamic loadings which are not explicitly ad-
dressed by this International Standard;

IS0 10137:1992(E)
d) use of materials whose dynamic characteristics may change with
time;
e) impracticality of analysis due to complexity of the structure or com-
plexity of the loading;
f) social or economic consequences of unsatisfactory performance.

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INTERNATIONAL STANDARD IS0 10137:1992(E)
- Serviceability of buildings
Bases for design of structures
against vibration
IS0 2394:1986, General principles on reliability for
I Scope
structures.
This International Standard gives recommendations
IS0 263%1:1985, Evaluation of human exposure to
on the serviceability of buildings against vibrations.
whole-body vibration - Part 1: General require-
ments.
It covers three recipients of vibrations:
IS0 2631-2:1989, Evaluation of human exposure to
a) human occupancy in buildings and on pedestrian
whole-body vibration - Part 2: Continuous and
bridges;
shock-induced vibrations in buildings (1 to 80 Hz).
b) the contents of the building;
IS0 3898:1987, Bases for design of structures - No-
ta tions - General symbols.
c) the structure of the building.
This International Standard applies to buildings,
IS0 3945:1985, Mechanical vibration of large rotating
pedestrian bridges and walkways found within
machines with speed range from IO to 200 r/s -
buildings or connecting them. It does not include
Measurement and evaluation of vibration severity in
bridges that carry vehicular traffic, even in conjunc-
situ.
tion with pedestrian traffic, nor the design of foun-
dations or supporting structures of machinery.
IS0 4866:1990, Mechanical vibration and shock -
Vibration of buildings - Guidelines for the measure-
NOTE 1 For the purposes of this international Standard,
ment of vibrations and evaluation of their effects on
it is assumed that the building structure responds linearly
buildings.
to the applied loads. This means that the structure does
not yield or fail, nor is it subject to significant non-linear
IS0 6897:1984, Guidelines for the evaluation of the
effects.
response of occupants of fixed structures, especially
buildings and off-shore structures, to low-frequency
horizontal motion (0,063 to 1 Hz).
2 Normative references
IS0 8569:1989, Mechanical vibration - Shock-and-
The following standards contain provisions which,
vibration-sensitive electronic equipment - Methods
through reference in this text, constitute provisions
of measurement and reporting data of shock and vi-
of this International Standard. At the time of publi-
bration effects in buildings.
cation, the editions indicated were valid. All stan-
dards are subject to revision, and parties to
IS0 8930:1987, General principles on reliability for
agreements based on this International Standard
structures - List of equivalent terms.
are encouraged to investigate the possibility of ap-
plying the most recent editions of the standards in-
dicated below. Members of IEC and IS0 maintain
registers of currently valid International Standards.
3 Definitions
IS0 2041:1990, Vibration and shock - Vocabulary.
IS0 2372: 1974, Mechanical vibration of machines For the purposes of this International Standard, the
with operating speeds from 10 to 200 rev/s - Basis definitions given in IS0 2041 and IS0 8930 and the
for specifying evaluation standards. following definitions apply. See also IS0 3898.

IS0 10137:1992(E)
rson , stru cture or equipment sub-
3.1 amplification: Increase of vibration amplitudes. 3.16 receiver: Pe
jecte d to vi bration S.
3.2 attenuati Loss of energy along a trans-
3.17 response spectrum: Maximum responses of a
miss ion path.
series of a single-degree-of-freedom systems sub-
jected to a given dynamic base motion, plotted as a
3.3 broad-band spectrum: Spectrum with the vi-
function of natural frequencies for specific values of
bration distributed over broad frequency bands (e.g.
damping.
octave-band spectrum, one-third-octave band spec-
trum).
3.18 shock: Dynamic action with a duration that is
short compared to the natural period of the receiver.
3,4 damping: Dissipation of energy in a vibrating
system.
spectrum : Re spon se sp ectru m for a
3.19 shock
shock motion
3.5 dynamic actions: Actions varying so quickly
that they give rise to vibrations.
3.20 single pulse: Dynamic force of short duration
compared with a natural period and not having re-
3.6 dynamic forces: Forces varying so quickly that
peated values in any direction.
they give rise to vibrations.
3.21 source: Origin of the vibration.
3.7 Fourier transformation: Mathematical pro-
cedure that transforms a time record into a complex
3.22 spectrum: Plot of a time-varying function
frequency spectrum (Fourier spectrum) without loss
transformed into the frequency domain.
of information.
3.23 sustained vibration: Vibration having a dur-
3.8 frequency components: The centre frequencies
ation of many periods.
of narrow bands, in which the energy of a spectrum
is concentrated.
3.24 sustainable vibration: Vibration that is accept-
able in accordance with applicable criteria or long-
3.9 frequency response function: The frequency term experience.
spectrum function of the output signal divided by the
frequency spectrum function of the input signal. The
3.25 third-octave-band spectrum: Spectrum deter-
frequency response is usually given graphically by
mined by means of a filter cutting off frequencies
curves showing the amplitude relationship and,
outside a band, where the maximum frequency in
where applicable, phase shift or phase angle, as a
each band is equal to the minimum frequency
function of frequency. Alternatively, it is the Fourier
multiplied by 2113.
transformation of the response of the structure to an
impulse.
3.26 transfer function: For a system, a mathemat-
ical relation in the frequency domain between the
output and the input to the system.
3.27 transmission path: Path from the source to the
receiver.
3.11 impulsive source: Source which gives a dy-
na,mic action of a short duration compared with the
3.28 unbalanced force: Force originating from un-
natural period of the structure under consideration.
balance of a rotating mass at the source.
3.12 mode of vibration: Deflected shape at a par-
4 Description of the vibration problem
ticular natural frequency of a system undergoing
free vibration.
4.1 General
3,13 narrow-band spectrum: Spectrum with the vi-
bration concentrated in narrow frequency bands.
Vibrations arise from the interaction between time-
varying disturbances and the inertia properties of
3A4 natural frequency: Frequency at which a mode
the affected medium. The disturbance can be in the
of vibration will oscillate under free vibrations.
form of forces or displacement functions; the af-
fected media can be solids, liquids or gases. The
vibration process can be described mathematically
3.15 octave-band spectrum: Spectrum determined
by employing Newton’s laws of motion and incor-
by means of a filter cutting off frequencies outside
porating the appropriate deformational properties
a band, where the maximum frequency in each band
of the affected medium.
is equal to the minimum frequency multiplied by 2.
IS0 10137:1992(E)
EXAMPLES
The evaluation of vibrations in buildings has to take
account of the characteristics of the vibration
- ground, air, or water;
source, the transmission path and the receiver. The
- structural components (foundations, floors, col-
vibration source produces the dynamic forces or
umns, walls, etc.);
actions. The medium or the structure between
- non-structural components (pipes, partitions,
source and receiver constitutes the transmission
etc.).
path, and the resulting vibrations at the receiver are
then subject to the applicable criteria of the speci-
4.4 The receiver
fied serviceability limit state. The dynamic actions
are, in general, a function of time and space and are
The receiver of the vibrations is the object or person
described in clause 5. Clause 6 deals with methods
of response analysis and clause 7 with applicable for which the vibration effects are to be assessed.
vibration criteria. The values of actions, effects and This can encompass the building structure (or com-
criteria presented in this International Standard are ponents such as beams, slabs, walls, windows, etc.),
some of the other representative values given in the contents of the building (instruments, machines,
etc.), or the human occupants of the building.
IS0 2394:1986, 6.2.1. Whenever data are available,
the method of partial coefficients, in accordance with
IS0 2394, should be employed for verification of the
5 Dynamic actions
serviceability.
5.1 General
4.2 Vibration source
The dynamic actions are the forces, displacements,
velocities, accelerations or energy associated with
The vibration source can be inside or outside the
the vibration source. In many cases the dynamic
building.
actions cannot be predicted in a deterministic
sense, in which case it may be appropriate to con-
EXAMPLES
sider the actions as random.
a) Inside sources of vibration:
5.2 Machinery
- human excitation;
52.1 Rotating machinery
-
rotating and reciprocating machinery;
-
impact machinery (punches, presses, etc.);
Values for the unbalanced forces of rotating ma-
- moving machinery (trolleys, lift trucks,
chinery should be supplied by the manufacturers. In
elevators, conveyors, overhead cranes, etc.);
such data, the maximum acceptable
- the absence of
construction or demolition activity in adjoin-
unbalanced forces for the respective category of
ing parts of the building;
machines can be taken from IS0 2372 for electrical
machines, or IS0 3945 for large rotating machines,
b) Outside sources of vibration can be found on the
or from other applicable standards. The forces
ground surface, underground, in the air, or in
produced by unbalance change with the flexibility of
water, such as:
support conditions and whether the operating fre-
- quency is above or below the mounted resonance
construction, mining or quarry blasting;
- frequency of the machine. There is also a trend for
construction activity (pile driving, compaction,
unbalanced forces to increase as machines age, and
excavation, etc.);
- allowance for this effect should be made. Machines
road and rail traffic;
- and their components can induce large forces dur-
sonic boom or air blast;
ing breakdowns or rapid stoppages. These actions
- fluid flow (wind or water);
should be considered in assessing the serviceability
- punching presses or other machinery in
limit state. Unbalanced forces from attachments to
nearby buildings;
machines (transmissions, rotors, etc.) also need to
-
impact of ships on nearby wharves.
be considered.
Start-up and run-down conditions need to be con-
sidered when the operating frequency is above any
4.3 Transmission path
of the resonance frequencies of the mounted ma-
chine or any of the support elements or structures.
The transmission path has the effect of modifying
the vibrations from the source to the receiver due to
discontinuities, attenuation due to geometric 52.2 Reciprocating machinery
spreading and material damping, and possible am-
The actions of reciprocat .ing ma #chine
plification or attenuation in certain frequency ry depend on
the type and construction
ranges. of the math ine, the oper-
IS0 10137:1992(E)
ating conditions such as rotational speed and load, - ballast and subgrade conditions.
mounting details, and the age and state of mainten-
The effects of these factors are interrelated and
ante of the machine. The quantitative descriptions
cannot be described by simple formulae.
of actions should be available from the manufac-
turer, but can be measured or calculated in the form
of time histories of forces or displacement functions
(accelerations, velocities or displacements) or the 5.4 Impulsive sources
spectra of these quantities.
5.4.1 General
52.3 Impacting machinery
The characteristics of the vibration source are de-
This includes machines such as forge hammers,
scribed in terms of time variation of force, pressure
stamping presses and pile drivers. The forces gen-
or displacement function (including velocity and ac-
erated are usually very large. The action can be
celeration). Approximate descriptions include
described in terms of a displacement (or velocity or
acceleration)-time history or energy per impact.
- peak values and duration for impulsive sources;
These values should be provided by the manufac- -
root-mean-square (r.m.s.), or peak and frequency
turer but can be derived by measurements or cal-
content for sustained vibrations;
culations. -
statistical descriptions such as r.m.s., third-
octave, octave and narrow-band spectra;
-
response (or shock) spectra.
52.4 Other machinery
When r.m.s. quantities are used, attention should be
Certain machinery (e.g. grinding mills) combine
paid to the method of averaging. It is assumed that
random-type excitations with other types of exci-
there are only a few occurrences per day and that
tation such as rotational or, possibly, impact.
the total duration of the activity is of a temporary
nature (e.g. construction).
5.3 Vehicular traffic (road and rail)
NOTE 2 Further details will be given in IS0 4865 [ll.
53.1 General
5.4.2 Impulsive sources in the ground
Motor vehicles with pneumatic tyres and trains on
rails are two major sources of vibrations. The action
The main characteristic of the source is the energy
can be described by force-time functions, displace-
released (blasting, pile driving). For blasting, the
ment functions, or by a source spectrum. Stationary
ground motion parameters for an explosive charge
point source, line source, area source, or moving
at a given distance can be obtained by empirical
sources should be considered as applicable. Be-
methods based on measurements resulting in
cause of the complexity of the problem, empirical
ground motion bounds and estimated response
methods based upon measurements are often re-
spectra.
quired.
5.4.3 Controlled intermittent and impulsive sources
53.2 Motor vehicles
within a structure
Vibrations induced by motor vehicles depend on
Vibrations can be induced by controlled demolition
suspension characteristics, mass, speed, traffic
operations and also by particular production pro-
density, type and roughness of the road (including
cesses which are not regular in time and intensity.
discrete irregularities), and subgrade properties.
These actions include
The effects of these factors are interrelated and
-
use of heavy equipment (vehicles, vibratory rol-
cannot be described by simple formulae.
lers or breakers, wrecking tools, etc.);
-
controlled blasting within the structure;
5.3.3 Railway trains
- falling of heavy objects.
Major factors that affect vibrations induced by rail-
Cranes and lifts (elevators) can also induce
way trains are
impulsive forces during starting and stopping oper-
ations.
-
type of train (high speed, ordinary, subway, etc.);
-
weight;
NOTE 3 Accidental explosions or other types of acci-
-
speed;
dent which produce vibrations are not considered in this
-
type of track, or type of rail (continuous rails,
International Standard. They will be covered in IS0
10252 [*J.
jointed rails, surface irregularities, etc.);
IS0 10137:1992(E)
5.4.4 Airborne or waterborne impulsive sources
6 Analysis of serviceability
For explosive charges, the action is described in
6.1 General
terms of the energy release or the overpressure-
time variation. Sonic boom resulting from super-
Although vibration analysis procedures are avail-
sonic aircraft can be described in the form of
able that follow established principles of structural
pressure-time variations.
certain simplifications and approxi-
mechanics,
mations are necessary in order to make the meth-
5.5 Human activity
ods suitable for purposes of design. Sometimes two
or more rational methods of analysis can be used
or developed to achieve essentially the same re-
5.5.1 Repetitive coordinated activities over a fixed
sults, namely a quantitative evaluation of the vi-
area
bration levels for the structure. The analysis may
concern existing structures or may be a part of the
For many repetitive coordinated human activities,
design of new structures.
the dynamic action is distributed more or less uni-
formly over a major portion of the structure. The
Vibrations in existing building structures should be
active participants do not change their position, or
evaluated by measurements whenever possible in
the entire group of people moves so as to maintain
order to complete and to check eventual calcu-
a more or less uniform loading. This includes gym-
lations.
nastic exercises, dancing, coordinated jumping,
running of a group of people, spectator action in
Approximate metho ds for predicting vibrations may
halls or stadiums, or similar activities. The actions
be employed where
can be described by force-time histories or their
spectral components.
a) the approximating assumptions correspond
closely to known reality;
NOTE 4 Some descriptions of dynamic actions are
given in annex A.
b) the overall effect has been verified by field ex-
perience and/or more refined calculations.
5.5.2 Persons walking or running
The values of actions, effects and criteria presented
The actions of one or more person(s) walking or
in this International Standard are representative
running can be presented as force-time histories or
values (see IS0 2394).
as their corresponding frequency components. This
action varies with time and position as the person
6.2 Methods of analysis
or persons traverse the supporting structure.
6.2.1 General
5.5.3 Single pulses
Vibration problems can be classified in many ways,
Single pulses result from
for example by amplitude, duration and frequency
- content. The analysis required is, in turn, dictated
persons jumping off objects;
- by the type of vibration source and the transmission
persons jumping off steps on staircases or in
path. If the dynamic actions are random, it may be
floors;
- appropriate to use random vibration theory.
accidental or deliberate dropping of objects onto
floors; or
Two broad classes of vibration problems can be
-
a single coordinated action such as spectators
identified:
jumping to their feet (for example at a sports
event).
Class A: the actions of the vibration source
change in time and space.
The action can be described in terms of force-time
variations (or their Fourier transformation) or the
Class B: the actions of the vibration source
impulse of the event.
change in time but either are, or can be con-
sidered to be, stationary in space.
6 Other actions
Empirical methods are employed when the analyti-
The actions induced in buildings by wind are the cal solution of a problem is too complicated. Empir-
subject of IS0 4354 [31. The actions by earthquakes ical methods can be used when they have been
are presented in IS0 3010 141. For serviceability derived from a large number of experimental or
problems, the return period for wind and earth- theoretical results and where bounds of applicability
quakes is generally shorter than that used in the have been established. When empirical methods
design of the building for the ultimate limit state. and criteria are used for problems other than those
IS0 10137:1992(E)
for which t hey were derived, the applicability to the 6.3.2 Damping for the serviceability limit state
new situa ti on needs to be verified.
Damping is an important property that governs the
EXAMPLES
response at or near resonances. Damping depends
on the materials employed, construction details, and
Class ,: a vehicle along a street; a per-
A moving
the presence of non-structural components such as
king across a floor.
son w al
floor coverings, ceilings, mechanical equipment and
partitions. Also, people will add to the overall level
Class B: vibrations from a mounted pie ce of ma-
of damping. In general, damping cannot be calcu-
chinery; people jumping in unison 0 na floor.
lated or predicted reliably, and experience with
similar types of construction provides a likely source
Empirical methods: prediction of blasting vi-
of appropriate damping data. Whenever possible,
brations; prediction of floor vibrations using the
the damping data should be established by meas-
heel impact criterion; prediction of traffic vi-
urements. It should be noted that damping in
brations.
buildings and building components is often ampli-
tude dependent, and this should be taken into ac-
count when measured data is employed for
6.2.2 Actions that vary with time and space
calculating dynamic response at various amplitudes.
A number of damping mechanisms can be identified
When the action varies both in time and space,
(e.g. viscous, frictional, hysteretic and a combination
these problems become very difficult to solve, re-
thereof), and are modelled mathematically in differ-
quiring step-by-step numerical techniques such as
ent ways. Care should be taken in designating the
dynamic finite element methods or solutions to
damping mechanism and the limits associated with
complicated differential equations. For this reason,
it.
suitable simplifications are often sought in order to
efiminate or uncouple the space variable. The com-
NOTE 6 Specific examples of damping values can be
plexity of these problems is one reason why many
found in annex B. Values of damping for various service-
of them have been treated by empirical methods, or ability limit states need to be chosen to reflect, among
other things, the level of response (e.g. earthquake versus
by extensive use of measurements on similar exist-
traffic vibrations; cracked versus untracked state for
ing structures.
concrete).
6.2.3 Actions that vary with time
6.3.3 Vibrations propagating in continuous media
When the vibration source does not move in space,
Continuous media (or continua) are those physical
many analysis methods can be employed to solve
systems for which the wavelength of the action is
vibration problems. Common solution techniques
substantially shorter than the physical dimensions
involve the derivation of an equivalent single-
of the medium. For such cases, the calculation of
degree-of-freedom system or modal analysis for
transmission of vibrations needs to employ prin-
both continuous and discrete systems.
ciples of wave propagation theory.
Calculations of vibrations propagating in continua
6.3 Evaluation of serviceability by calculation
need to consider the following:
a) coupling effects at source
6.3.1 General
b) material properties of transmitting medium
For the determination of the vibration levels at the
receiver, in general a two-step procedure is
- mass (density)
necessary:
- degree of saturation
-
stiffness
a) mathematical modelling of the dynamic charac-
- damping
teristics of the structure or component;
c) geometric spreading of transmitting medium
b) calculation of the response at the receiver, taking
account of the vibration source characteristics.
- layering
-
discontinuities and shielding
The mathematical model can either be based on
-
geometric attenuation with distance from
continuous mass distribution or discrete mass dis-
source
tribution (multi-degree-of-freedom system).
d) effects of soil; structure or fluid/structure inter-
Some examples of mathematical modelling and
NOTE 5
response calculations are given in annex B. action
IS0 10137:1992(E)
e) transmission within building to receiver. 6.4 Evaluation of serviceability by
measurement
Layering and changes in geometry along the propa-
gation path can lead to local amplification or at-
6.4.1 General
tenuation in selected frequency ranges. For soils,
the degree of compaction, saturation (e.g. location
When the serviceability states in existing buildings
of the water table) and internal friction of the ma-
are to be assessed by measurements, the meas-
terials affect the attenuation characteristics of vi-
urement procedures, instrumentation and evaluation
bration with distance. In general, these situations
of results should be carried out according to the
are too complicated to be treated quantitatively,
following recommendations, and in accordance with
consequently they are assessed by empirical meth-
IS0 4866.
ods.
NOTE 7 Further details will be given in IS0 4865 [Il.
The transmission properties should be determined
analytically or experimentally as functions of fre-
6.4.2 Quantities to be measured
quency (i.e. frequency response functions, transfer
functions) or as functions of time (i.e. impulse re-
The vibration parameters measured and evaluated
sponse functions). Analytical methods should be
verified as to their applicability to the given situation include displacements, velocity, acceleration and
all in conjunction with fre-
and the results should be checked subsequently. sometimes strain,
Approximate or empirical formulations for the quencies. The choice of measured parameters de-
pends on the method of analysis used and the
transmission function may be used where their ap-
plicability to the given situation has been substan- appropriate vibration criteria, although each quan-
tiated by appropriate theoretical or experimental tity of acceleration, velocity or displacement can be
methods. In addition to transmission properties of derived from one another by integration or differen-
tiation. It is generally preferable to measure the de-
the ground, possible changes in physical charac-
densification, settlement, sired quantity directly or, alternatively, to integrate.
teristics such as
Differentiation is usually not recommended for other
liquefaction and formation of slides need to be con-
than harmonic signals because of possible numeri-
sidered. These are generally associated with vi-
brations of large amplitude or of long duration. cal inaccuracies.
Pressure pulses and total impulse from underwater
6.4.3 Measuring apparatus and range of parameters
detonation of explosives along the line of sight can
be calculated from charge/distance relationships.
The measuring apparatus should be selected in
Rock or soil cover and air bubble curtains result in
consideration of the vibration parameter to be
substantial reductions of peak pressure, but they
measured and the expected range of the parameter.
lengthen the pulse. Reflections from solid bound-
aries and the water surface boundaries, and diffrac-
EXAMPLES
tion around obstacles in the line of sight between
source and receiver need to be considered. Commonly encountered ranges of measured quan-
tities of building vibrations are:
a) frequency: 0,15 Hz to 100 Hz, except that for
measuring impulsive responses it may be higher
6.3.4 Vibrations of discrete media
than 100 Hz;
Media that can be discretized are those structures
b) accelerations: low3 m/s* to 10 m/s*;
or components of structures that can realistically be
modelled mathematically by discrete masses,
c) velocities: 10e5 m/s to IO-’ m/s;
stiffnesses and energy-dissipating devices. This
permits the derivation of equivalent single-degree-
d) displacements: IO-’ m to 10V3 m.
of-freedom analogues or the consideration of normal
modes of vibration, for which many solution meth-
A basic vibration measuring set includes:
ods are available. Whether a component can be
discretized will depend on the particular application,
- measuring sensors,
however. For example, the response of a floor slab
subjected to persons jumping on it may be carried
- signal-conditioning circuitry,
out by the (discretized) approach of superposition
of normal modes, whereas the same floor needs to -
recording or monitoring instrument.
be treated by a continuum approach (using wave
propagation techniques) when high-frequency ef- For complex vibrations, either analog or digital re-
fects such as structure-borne sound or impact re-
cording should be employed; direct analysis instru-
sponse are to be assessed. ments may also be used. The measuring accuracy
IS0 10137:1992(E)
of the entire measurement set should be deter-
where people are likely to sense the vibrations. Vi-
mined.
brations should be measured in the directions which
are likely to affect the people unfavourably. In cases
6.4.4 Arrangement of measurement points of uncertainty, vibrations in all three orthogonal di-
rections should be measured.
6.4.4.1 Measurements of vibrations acting on
buildings
6.4.5 Vibration measurement analysis and results
The arrangement of measurement points and di-
rections depends on the type of structure and on the Measurement conditions should be specified in the
testing programme.
evaluation method to be used, and should be speci-
fied in the testing programme.
For complex vibrations of long duration, the meas-
The measurement locations and directions should ured parameter should be recorded on suitable an-
be chosen to be compatible with the geometry of the alog or digital equipment and then analysed by
structure and the excitation source. This will usually means of ternary filters or narrow-band filters. The
result in the use of rectangular coordinates (X and analysis may be conducted during the measure-
ments if the vibrations are sufficiently stationary or
y, horizontal; z, vertical). However, an arrangement
of sensors along cylindrical or other special coordi- stable.
nate systems may be appropriate for special situ-
When vibrations of short duration are measured, an
ations.
approximate evaluation of vibration severity may be
For particular cases, the following should be ob-
obtained by reading the limiting values on a meas-
served. uring instrument equipped with adequate correction
filters.
a) When the vibration parameters to be measured
Limiting values of vibration measurements at speci-
are used to determine horizontal inertia forces
fied measurement points should be compared with
acting on the existing building, measuring points
the applicable criteria.
should be located on or near the walls; in multi-
storey buildings, measuring points at three or
more levels should be used.
6.4.6 Measurement report
b) When an evaluation of the effect of induced
A report should be prepared covering the following:
kinematic forces on a building to be constructed
is based on vibration measurements, the meas-
- purpose of measurement;
uring point should be located on the ground at
the planned location of the building. More re-
liable results will be obtained if the measuring - formal basis of measurement (e.g. pertinent
standard);
point is located at the bottom of a trial excavation
at the projected foundation level.
-
description and location of vibration source;
c) To evaluate the vibration severity using scales
-
instruments used (type, number, calibration de-
of dynamic effects, the measuring point should
tails, measuring ranges);
be placed on the foundation or on a load-bearing
wall at ground level on the side facing the source
-
recording details (record length, sampling rate,
of vibrations.
filter settings, amplification, etc.);
6.4.4.2 Measurement of vibration effects on
-
building description including its technical con-
machinery and equipment in buildings
dition;
For measuring these vibration effects, one or more
-
arrangement of measuring points with perti nent
measuring points should be located either on the
distances and dimensions;
machine baseplate or the supporting structure of
equipment at a location where the most intense vi-
-
associated condi tions an d events (atmospheric
brations are expected to occur.
.
conditions, other distu rba rices,, etc.
6,4.4.3 Measurement of vibration effects on people
-
names of measuring group members;
in buildings
Measurement points should be located in a place - summary of readings or results.
IS0 10137:1992(E)
7.1.3 Criteria for building structures should corre-
7 Vibration criteria
spond to a serviceability limit state which may in-
clude minor damage to structural or non-structural
elements. This does not include overloading of the
7.1 General
buildings or components which may result in ex-
cessive permanent deflection or collapse. The toler-
The vibration criteria should correspond to the ser-
able levels of vibration depend on the type of
viceability limit state that is specified for the re-
structure, age and importance (monumental or his-
ceiver.
toric value, temporary shelter, etc.), state of repair,
type and duration of vibrations, and loading history.
The designer should decide on the serviceability
criterion and its variability. The variability in the limit EXAMPLES
state is usually contained in the criteria for the re-
The serviceability limit state for structures includes
ceiver. A certain probability that the serviceability
spalling of finishes (plaster, cladding), hairline or
criterion will be exceeded is often acceptable. There
visible cracking of reinforced concrete or other ma-
are cases, however, when the serviceability cri-
terials, or maximum acceptable dynamic displace-
terion should not be exceeded, especially when a
ment. Some examples of vibration criteria are given
result is not reversible (e.g. cracking, settlement).
in annex C.
Another variability concerns the determination of the
natural frequency of the affected structure or com-
ponent. Usually a range of frequencies which should
7.2 Vibration criteria for human occupancy
be avoided is specified.
7.2.1 General
The criteria pertaining to thi s Intern ational Standard
address three categories of receive rs:
For people, the sustainable vibrations depend on the
environment in which the vibrations occur. Some
a) human occupants;
sustainable vibration levels are given in IS0 2631-l
and IS0 2631-2. These vibration criteria may have to
b) building contents;
be adjusted further to suit particular circumstances.
c) building structures.
NOTE 8 Many factors influence the response of people
to vibration in buildings. Direct effects include the fre-
quencies, magnitude, duration, variability, form, directions
of the vibration and intervals between vibration events
7.1 .I Crite ria for human reactio n to vibrations can
or exposure of the human subjects to the vibration. In-
rouped into those pertaining to
be cl
direct effects on the subjective response to an en-
vironment that includes vibrations are: audible noise and
-
“sensitive” occupancies, such as hospital oper-
infrasound, visual cues, population type, familiarity with
ating rooms;
vibration, structural appearance, confidence in a building
structure, height above ground, warning of events, ac-
-
“regular” occupancies, such as offices and resi-
tivities engaged in, knowledge of the source of vibration,
dential areas; and
etc. In interpreting measured data relative to human sen-
sitivity, attention is drawn to the importance of appropri-
-
ate evaluation of peak factors and averaging times. See
“active” occupancies, such as ass embly areas
IS0 2631-l and IS0 2631-2.
or places of heavy ind ustrial work.
EXAMPLES The vibrations as they affect human occupants may
be divided into the following classes.
The latter includes vibrations of floors in arenas,
gymnasia and stadia subjected to activities such as
Class a: influences below human perception
dancing, running, jumping and coordinated spec-
threshold.
tator movements.
Class b: basic threshold effects.
7.1.2 Criteria for contents of buildings should in- Class c: intrusion, alarm and fear (which m ay be
assoc iated with a
clude vibration levels that assure satisfactory func- range of ad vers e comme nt).
tioning of sensitive instruments or certain
Class d: interference with activities.
manufacturing processes.
EXAMPLES
Class e: possibility of injury or health risk.
Micro balances, electron microscopes, photographic In Class a the criterion is based on interference
projections of integrated circuits, growing of crys- when working with sensitive instruments where in-
tals, laser interferometry techniques, etc. dividuals come to realise that vibratory motion is

IS0 10137:1992(E)
present, although it is not directly perceived by any
7.3 Vibration criteria for building contents
normal human sense, body function or component.
7.3.1 General
The criterion for the lower boundary of Class e is the
requirement for provision of restraint harnesses or
The proper functioning and performance of many
hand holds to reduce the risk of injury to personnel
types of sensitive equipment or industrial process
as a result of low-frequency mechanical vibration or
require a low vibration level in the building that
encroachment at higher frequencies into the “ex-
houses them. Because of a large variety of such
posure limit” zones defined in IS0 2631-1 (see also
equipment and processes and their ever changing
IS0 6897).
technology, it is not possible to present any fixed
levels of vibration amplitudes that would ensure
Probable human response to vibration in Classes b,
satisfactory operation of all such equipment or pro-
c and d is assessed in terms of the event category
cesses.
as
NOTE 11 For many cases, the limiting criterion for non-
-
continuous,
sensitive building contents subjected to impulsive forces
-
impulsive, or
are the friction forces developed by the objects on the
-
intermittent. floor.
In general, the criteria for the restriction of vibration Two main cases can be distinguished:
magnitudes for ordinary buildings are based on
minimum adverse comment of the population in- a) design and construction of a new facility that is
to satisfy a certain vibration criterion;
volved (see IS0 2631-2). Adjustment factors to the
base criteria should be applied depending on the
event category. b) evaluation for suitability of an existing building
or location for housing specific instruments or
NOTE 9 Guidance on assessment of probable human
types of process.
response to vibration in buildings in the frequency ranges
1 Hz to 80 Hz is given in annex C, and in
...