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New tomographic techniques (micro-seismical and geoelectrical) for the non-destructive

testing on masonry structures

M.Marchisio, L.DOnofrio, A.De Falco, L.Frediani, F.Guidoni.

Dipartimento di Ingegneria Civile Universit di Pisa - Italy

Abstract:

The Geophysical Section of the Dipartimento di Ingegneria Civile of the University of Pisa has been active in

researches on the application of non-pervasive geophysical surveys on the masonry structures of historical buildings for

more then ten years.We used mainly micro-seismic methodologies, both with refraction profiling and tomographic techniques.

Recently we started using the shear waves besides the pressure waves that we used until now. The aim was to increase

the resolution, as the S-waves have smaller wave-lengths, and to allow an estimation of the Poisson modulus by a

dynamic method. Several specific new tools have been designed and set-up for the generation and acquisition of the S-

waves, that require a more delicate technology with respect to the P-waves. A series of experiments under different

conditions gave very interesting results.

Also the technique of geoelectrical tomography has been used for several problems: it proved to be effective in

showing areas with anomalous humidity and in individuating voids.

The use of micro-geophysical techniques offers many advantages with respects to some classical techniques under

different angles: velocity of execution, non-pervasiveness and costs.

1. INTRODUCTION

The Geophysical Section of the Dipartimento di Ingegneria Civile of the University of Pisa has

been active in researches on the application of non-pervasive geophysical surveys on the masonry

structures of historical buildings for more then ten years.

The idea of adapting some of the classical geophysical survey methodologies as Non-Destructive-

Testing on masonry structures is not so strange.

These methodologies were actually developed to explore the subsoil by means of several kinds of

physical measurements performed at the surface of the Earth: in effect they can be seen as non

destructive tests of the subsoil. The aim originally was to look for natural resources. These various

families of methods form the body of Applied Geophysics.

As the information on the presence of geological bodies or structures in the subsoil must be

inferred by measurements carried out at the surface, the geophysical methods are indirect: the data

need to be processed and interpreted to obtain the needed information on the subsoil.

The problem of investigating the hidden structures or particularities of a masonry structure from the

surface is in principle quite similar. Of course some physical properties are different, and the scale

of the experiment is several orders of magnitude smaller.

The first decision is to choose which of the Geophysical methods can be transferred and adapted to

work in such a different environment. Next, the technological aspects must be faced up. In general

the main problem is connected with miniaturisation of the instrumental arrays.

In our experiments we investigate parts of the masonry structures of the order of magnitude of

some meters: this is for us an optimum size of the specimen: it is a significant part of the masonry

of the building, while going down to smaller scales could lead to measure the properties of thesingle stone or of the mortars.


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Among the other sites where we performed various tests and surveys, two buildings, the Cathedrals

of Lucca (Tuscany) and Nicosia (Enna, Sicily), turned out to be very interesting, as they are actual

important Middle Age monuments and they present very particular damages. The results of several

surveys with different technologies will be presented.

2. THE SONIC OR MICRO-SEISMIC TECHNIQUES FOR NDT

2.1 The propagation of elastic waves

Two kinds of waves propagate in an elastic (homogeneous and anisotropic) body : the pressure (or

longitudinal) waves, here referred as P-waves, and the shear (or transversal) ones, referred as S-

waves. It has been shown that no other elastic waves propagate in an indefinite medium.

Their velocity is given by:

)21)(1(

12

+

=

+=

EVp

)1(2

1

+==

EV

s

where:

and are the Lames constants

is the density of the mediumE is the Youngs modulus

is the Poissons ratio

Various visco-elastic models have been tried to the study of the propagation of seismic waves in

actual rocks by comparing the model behaviour with the great amount of experimental data comingboth from the passive seismology and the active seismic exploration. When a viscous component is

introduced, an attenuation of amplitudes occurs and both attenuation and velocities depend on

frequency.

Among the different models, the most appropriate one resulted the Voigt visco-elastic model. It is

very interesting that in this case, for the frequency range used for seismic (and micro-seismic)

exploration, the attenuation is small and growths almost linearly with the frequency. The wave

velocities depend very little on the frequency and do not differ much from the ones computed by

the elastic model.

This fact allows us to use the above quoted relations; they connect the seismic velocities with the

elastic moduli.

In presence of discontinuity surfaces, also other kind of waves propagate: the Rayleigh and theLove waves. Their velocity is definitely smaller than the body waves.

P-waves propagate also in fluids (air, water,) and correspond to the sonic waves. So it is

equivalent to speak of sonic tests or micro-seismic test. When we introduce the S-waves tests, the

sonic name cannot be anymore used, as this waves do not propagate in fluids.

One of the problems, or actually the main problem, when we try to transfer the micro-seismic

methods to the exploration of masonry structures, are the small dimensions of the targets, several

orders of magnitude smaller than the ones in the subsoil, also in High Resolution Shallow Seismics.

We need to measure with accuracy travel times that are much smaller than usual. This implies the

need of working with much smaller wave-lengths. When working with P-waves (sonic tests) this

means to use much higher frequencies. On the other side, high frequency signals suffer high

attenuation. Ultra-sounds usually are completely attenuated at a small depth in the typical masonry

of ancient buildings, also if new technology are incrementing their field of application.

We obtained good results working with signals in the high sonic range.


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The necessity of working in this range requires to adapt all the instrumental chain: energisation

systems, transducers, cables, recording system.

2.2 P-waves and S-waves

Until now P-waves have been used for sonic and micro-seismic tests on masonry. This it the only

approach for people working with sonic methods and the normal one in geophysics: most of

seismic surveys are carried out with P-waves as they are easier to generate and to record.On the other side, the aim of obtaining a higher resolution, that requires to record signals with

smaller and smaller wave-length, can be searched in another way: instead of looking for higher

frequency signals, it is possible to use the S-waves. In this case smaller wave-lengths can be

obtained thanks to their lower velocity.

S-waves are more and more used also in field seismic prospecting to obtain Ultra-High Resolution

(UHR). In that case, SH-waves are used, that is, the S-waves polarised in the horizontal plane. We

maintain this terminology, also if our working "horizontal" surface is often vertical.

Some special energy source must be used to generate mainly SH-waves with enough energy.

The receivers must be "horizontal", that is to record the vibrations parallel to the wall surface. We

are using horizontal geophones with a disposition similar to the SWYPHONE (see Sambuelli et al,

2001) system that has been developed for UHR. A lighter device is under development.The visible effect of the use of S-waves, due to their lower velocities, is the bigger interval between

the arrival of two nearby geophones. This fact corresponds to the possibility of using smaller

spacings among the receivers, that is, to increase the number of receivers on a certain profile

length. The same can be done to the interval among the shots.

The result is that the coverage of a tomographic section can be made with a number of rays four

times bigger or more. The same increment applies to the number of "pixels" or cells of the

tomographic inversion, that is to its resolution.

2.3 The Different Survey Methods

We are using different classic field procedures or "seismic methods" for the NDT of masonry

structures.

They are:

velocity measurements along surface profiles using the experimental methodology of theSeismic Refraction. We call them velocity profiles as the aim is not the individuation of

higher velocity layers under the surface one (an occurrence rather unusual in masonry

structures). A string of receivers (typically 6-12) are placed along a straight profile on a

masonry surface. Shots are made at the extremities of the profile. The arrival times are plotted

versus the distance of the geophones from the shots (these graphs are called dromochrones):

their slope allows to obtain the velocity of propagation of the waves. This method is more

reliable than the typical two-point sonic measurement as from the dromochrones it is possibleto control the results and to individuate the effect of discontinuities, plasters or other

inhomogeneities. See Fig.1.a.

transparency bi-dimensional Tomographies, with the experimental disposition of the cross-hole tomography in the subsoil. In this case a series of receivers is fixed along one profile on

one side of a masonry structure. Numerous energisations are made along a parallel profile on

the other side. The seismic rays cover a plane section across the wall. By measuring the travel

time for each ray, it is possible to enter a software package for the reconstruction of the

distribution of the sonic (or seismic) velocities in the plane. This is obtained by dividing the

section of the survey in rectangular cells (pixels). The number of the cells must be smaller than

the number of the data. Iterative reconstruction of the seismic raypaths and of the velocities in

the cells are performed by various algorithms. The graphic representation of the velocitydistribution is performed by graphical software by contouring and colour-scales. The result is

the sonic tomographical image or tomography.


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It is worth to note that this method not only is not defective in presence of internal

inhomogeneities, but it is a powerful to put them in evidence. See Fig.1.b.

mono-dimensional Tomographic Seismic Soundings (TSS): when it is not possible to reachone of the surfaces of the structure, it is possible to obtain information on the internal velocity

distribution by using a borehole in the thickness of the masonry. In this case, we should actually

speak of MDT, but boreholes are often foreseen also for other necessities. TSS measurements

are made with receivers in the hole and shots along one profile at the surface. The travel timescan be processed by a special software (that we called TSS) to obtain a profile of the velocities

along the hole. The algorithms are similar, but the pixels are no more 2D (rectangular cells) but

1D (mini-layers). This procedure turned out to be able to obtain a very high resolution,

specially when looking for thin low-velocity layers. It is a useful tool to individuate the

different layers or leafs of a masonry. When possible we perform two or more TSS for each

borehole, changing the shot profile: in this way it is possible to perform different independent

"experiments" in the same spot. See Fig1.c.

2.4 The Instrumental Chain

Micro-seismic measurements on masonry need an instrumental chain similar in concept to the

geophysical survey equipment, but adapted to the NDT job:

a high quality recording seismograph, min. 24 channels. The essential specifications must be avery high dynamic range for the acquisition and analogue-to-digital conversion: modern

instruments have A/D converters with more than 20 bits (our instrument, for instance, has 24-

bit Delta-Sigma Technology A/D converters). A high frequency band-pass is essential torecord the very high sonic frequencies (our seismograph has been specially modified to allow a

band-pass of 20 kHz).

a suitable energy source (with a triggering device). The most common source is some kind ofhammer hitting a steel plate. There is also the possibility of using some electromagnetic device

with a structured signal.

receivers (at least 6-12 for profiles or TSS; 12-48 for tomographies). As we try to record signalswith a high frequency content, the transducers for P-waves must work in the high sonic

frequencies, higher than the one used in the field: there is a gap in the market in this range. At

present we work with very small items that arrive up to 4-5 kHz.

various kinds of tools are necessary to position the receivers. We have built, for instance, someprototypes of instrumented bars with several receivers; tapes with 12 items; borehole tools to

fix a number of mini-geophones on one side of a borehole (with = 50-60 mm)

Fig. 1.a Fig. 1.b Fig. 1.c

Ri

Si

Tomographic Sounding (TSS)

Fig. 1 The Source-Receivers layouts corresponding to the above mentioned methods are shown.


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shielded cables, special connectors, etc.

3. TWO IMPORTANT TEST SITES

As we mentioned before, the Cathedrals of Lucca (Tuscany) and Nicosia (Enna, Sicily) turned out

to be very interesting test-sites for our surveys.

3.1 The Cathedral of Lucca

The Cathedral of Lucca is an important Romanesque church whose construction dates back to

the XII-XIV centuries.Some symptoms of an anomalous situation in the left transept of the Cathedral of Lucca were

discovered by chance a few years ago. The internal part of the wall at both sides of a portal was

damaged due to water infiltration. Some seismic tomographies were the first tests to make clear the

critical situation. Due to the high loads, the static equilibrium conditions appeared extremely

dangerous. The left transept was closed and the portal was walled up. A series of seismic

tomographies were performed also across other parts of the church. Luckily the rest of the buildingdid not show other problems. The tomographies put in evidence that important parts of the internal

masonry structures were strongly degraded; they showed also some interesting structural details.

Our description of the situation has been confirmed by numerous other tests (endoscopies, etc.) and

by the historical investigations.

Due to the very particular situation, these walls have been used as a test site for the new technical

improvements or for other methods: P-waves tomographies were repeated with new pieces of

equipment; the feasibility of S-waves tomographies was first tested here, while later a high-

resolution test was performed; georadar was tested with various antennas' arrays (the humid

damaged areas were spotted out by the signal attenuation); our first geoelectrical tomographies too

were carried out on the damaged section of the transept.

3.2 The Cathedral of Nicosia

Nicosia, a small town in central Sicily, is extraordinarily rich in monuments, churches and palaces.

The Cathedral was built in XV century in Aragonese Gothic style and changed in Baroque two

century later. Due to the age and some works carried out at the end of the last century, some

damages were evident. Unhappily 25 years ago an important restoration campaign was performed

with a technique of high-pressure injection of cement grouting with steel bars. This technique

seemed to promise miracles, but, due to the presence of sulphur traces in the materials, dilatation

phenomena occurred with the formation of ettringites. The result was a real disaster, spread from

the foundations to the roof. The stone elements (pilaster strips, cornices and mouldings) of theswollen walls were pushed away, detached and broken. Also the floors were swollen. The mortar

that gushed back at the surface showed very low resistance.

The problem was to try to evaluate the stiffness of the internal part of the structures and the

extension of the damage.

We proposed an extensive survey with micro-seismic methods. No other technique seemed

suitable. Due to the extension of the damage it was not possible to limit the survey to a sampling

of some typical elements: measurements were made practically everywhere possible, from the

foundations (where exposed) to the roof, internally and externally. Also the bell tower was

surveyed. Finally we had: more than 600 velocity profiles measured along almost 100 geophone

arrays; 10 transparency 2D tomographies through the structures and 15 SST tomographic velocity

profiles obtained by means of 6 boreholes, for a total of almost one thousand seismic recordings. Itcame out one of the most extensive surveys of this kind.


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3.3 The results of several surveys

In Fig. 2 several examples of velocity profiles from the tests performed in Nicosia are shown. In 2a

two rather regular profiles (direct and reverse) are shown: the dromochrones are straight and the

velocities can be easily evaluated. In 2b each profile has a "jump", but the segments before and

after are straight: the discontinuity is due to deep cracks that were caused by the installation of a

chain but the above and beneath masonry is stiff. In 3a a case that gave a "bad" response is shown:

it was caused by plaster detachments, cracks, inhomogeneities. In such case we are well alerted that

the answer is not reliable.

In Fig. 3 two P-waves tomographies from the Cathedral of Nicosia are shown.

In both cases medium-low average velocities are 800-1000 m/s that correspond to E values of 10-

15000 daN/cm2. The presence of several injected bars near the tomographic sections are spotted out

as high velocity anomalies. A halo of very low velocities appear around each bar.

In Fig. 4 two cases of TSS are shown. As mentioned before, when possible 2 or 3 TSS were

performed in each hole.

Fig. 2.b: Profile in a zone with deep

cracks

Fig. 3.a: A P-wave tomography across a wall section

of the Cathedral

Fig. 3.b: A P-wave tomography across a wall section

of the Bell Tower.

Fig. 2.a: Profile in a regular zone Fig. 2.c: Profile in a zone with surface

irregularities


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In Fig. 4a two TSS made in the same hole are shown. They were made in the bell tower. The two

tomographic soundings are very similar. They evidence a more rigid external face and a medium

low velocity for the internal structure.

In Fig. 4b the tomographic soundings in a hole in the foundation wall under the transept are

reproduced. Two TSS are regular, while the third (interesting the upper part) shows the effect of the

presence of one of the injected bars near the hole.

In Fig. 5 two tomographies from the Cathedral of Lucca are shown. They were measured on the

damaged wall at the entrance of the North transept.

Fig. 5a is a P-wave tomography measured across the damaged wall of the North transept. It shows

clearly several areas with very low velocity. The corresponding moduli of Young are under 2-3000

daN/cm2. Some high velocity spots correspond to rigid stone structures connected to the nearby

corners and to the structures of the portal.

Fig. 4.a: Two very similar tomographic soundings in a wall ofthe bell tower.

Fig. 4.b: Three TSS in the foundation wall under the transept.One of the soundings is interested by a bar and shows an evident

anomaly.

Fig. 5a: It is a P-wave tomography. It shows clearly several areaswith very low velocity. Fig. 5b: A recent experiment obtained by using S-waves isshown. While the general trend is similar, the image has much

more detail..


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In Fig. 5b it is presented a recent high resolution experiment obtained by using S-waves. While the

general trend is similar, the image has much more detail. In this case in fact the distances between

adjacent shots or geophones were reduced to the half or less. The total number of measured travel

times was 588 (instead of 144 for the P-waves tests). This allowed to divide the section in much

smaller cells (7x20 cm) for the tomographic inversion.

3. GEOELECTRICAL TOMOGRAPHIES

Some tests were performed to obtain geoelectrical tomographies across masonry. Different

methods can be used. The transparency or cross-hole tomographies use an experimental

disposition of the electrodes corresponding to the "cross-hole tomography" in the subsoil. In this

case 2 series of electrodes are fixed along 2 profiles on the opposite faces of a masonry structure.

Another technique uses only one profile with many electrodes on one face of the structure.

Measurements are made with the technique of the so-called resistivity pseudo-sections by

connecting 4 electrodes at a time with one of the typical arrays used in geoelectrics. By connecting

the electrodes in different combinations, a good number of measurements are obtained (typicallyseveral hundreds). Multi-electrode (24, 48 or more) automatic switching geo-resistivity-meters are

necessary. The measured data, namely the apparent resistivities, can be directly plotted versus

some kind of pseudo-depths to build the so called pseudo-sections. These are purely qualitative

images.

By means of a complex inversion process, the distribution of true resistivities versus true depth can

be obtained, that is, another kind of geo-electrical tomography. This is sometimes referred as the

impedance tomography.

The main difficulty to perform geo-electrical measurements on walls is due to the very high contact

resistivity at the electrodes. First of all, the instruments must have a very high input impedance. Agood electrical contact with the masonry is necessary, without making too invasive operations.

Several kinds of special mini-electrodes can be used. In our tests we used an IRIS SYSCAL

SWITCH 48-electrode instrument: whose input impedance is 10 M.

Also in this case, the first experiments were carried out on the damaged section of the transept of

the Duomo of Lucca, on the same damaged wall where we made the seismic tomographies.

As the external stone face of the wall is very compact and the contact resistivities should be too

high, we decided to perform an impedance tomography from inside only. The internal face, in fact,

is a mixed bricks-stone wall, with thicker mortar joints, and it looked more suitable for thisexperiment.

Twenty-four small metal electrodes were used in the same small holes made for the seismic

receivers: they had been bored, when possible, in bricks or in the junction and not in the stones. A

conductive gel was injected in the holes to ensure a good contact with the wall material. The input

impedance was measured at all the electrodes couples: it was in the order of 5-10 k, compatiblewith the instrument input impedance. The Pole-Dipole and the Dipole-Dipole electrode arrays were

used. The apparent resistivity pseudo-sections were quantitatively inverted to obtain two electrical

tomographies of the wall. The results are shown in Fig. 6. The presence of low-resistivity zones put

in evidence the damage due to the water infiltration. The general trend of these anomalies is rather

similar to the distribution of the low-velocity areas in the seismic tomographies.


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Another test was performed on the external face of the walls of Vicopisano, a small town near Pisa.

The middle-age stone walls were reinforced, in the XV century, by several towers and more

complex gates. The walls about 6.5 m high and about 0.9 m thick. Two tests were made with the

electrodes fixed along a horizontal profile on the external face (impedance tomography). The result

is shown in Fig 7. Please note that the Pole-Dipole array is asymmetrical: so the anomaly due to a

niche on the back side of the wall is deformed, but the localisation and the depth of the cavity is

quite good.

Two geoelectrical tomographies carried on the ground near the same wall helped to estimate the

depth of the foundations ( Fig.8): The first one was obtained with a profile near the wall (0.5 m);

the second one, not be disturbed by it, was made more than 5 m away; the third figure was obtained

by subtracting, point by point, the "undisturbed" values from the first one. The depth of the

foundations can be estimated to about 2-2.5 m. The presence of subsurface anomalies is put in

evidence.

Fig. 6: Two geo-electrical tomographies across the same section of the seismic tomographies shown in Fig. 5. The internal conductive

zones put in evidence the water infiltration in the damaged areas.

Fig 7: A resistive anomaly is well visible: it correspond to a niche on the other

face.

Electric tomography PD

0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8

Distance (m)

-0.7

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

Thickness(m)

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

850

900

950

100

105

110

Resistivity(ohm*m)

NICHE


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4. CONCLUSIONS

The use of several high-resolution methods derived from the geophysical survey techniques proved

to be very effective in the Non-Destructive Testing of masonry structures. In particular the

application of a tomographical approach allows to obtain images of the cross-sections of the

masonry that clearly show the presence of eventual anomalies.

Our research is aimed to increase the resolution: as the micro-seismic tomography is a procedure,

not a single "instrument", we worked on the different phases of the data acquisition and processing.

For the sonic or, better, the micro-seismic tomographies, while working on the data acquisition for

sonic or P-waves (sensors, energisation tools, instrumental and data processing), we started to test

the possibility of using the S-waves: the first tests showed the feasibility. A further test in Lucca's

Cathedral allowed us to obtain a resolution four times bigger than the sonic tests.

An interesting aspect of these methodologies is that they combine the capability of pointing out

hidden anomalies (layering or leafs, cavities, variations of the materials, defects) with the

possibility of deriving from the velocities the values of the dynamic elastic moduli of the materials.Some experiments with geoelectrical tomographic techniques gave very interesting results also

when working on stone masonry, that seemed a hostile environment for geoelectrics. This is very

interesting also due to the velocity of the measurements and of the data processing: this means

short times and low costs.

In conclusion, the improved tomographic techniques are a powerful and cost-effective tool for the

non-destructive testing on masonry structures.

Fig 8: Geoelectrical tomographies performed on the ground near the wall of

Vicopisano allow to evaluate the depth of the foundation (2-2.5 m).


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