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## Engenharia Agrícola

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*Print version* ISSN 0100-6916

### Eng. Agríc. vol.31 no.3 Jaboticabal June 2011

#### http://dx.doi.org/10.1590/S0100-69162011000300003

**SCIENTIFIC PAPERS AGRICULTURAL BUILDING AND ENVIRONMENT**

**Determining the concrete stiffness matrix through ultrasonic testing**

**Determinação da matriz de rigidez do concreto utilizando ultrassom**

**Raquel Gonçalves ^{I}; Milton Giacon Júnior^{II}; Igor M. Lopes^{III} **

^{I}Professora Associada, Laboratório de Ensaios Não Destrutivos, Faculdade de Engenharia Agrícola, Universidade Estadual de

Campinas, Campinas - SP

^{II}Professor M.Sc., Divisão Tecnológica de Construção Civil, Faculdade de Tecnologia, Universidade Estadual de Campinas, Campinas, SP e Doutorando do Laboratório de Ensaios Não Destrutivos, Faculdade de Engenharia Agrícola, Universidade Estadual de Campinas - SP

^{III}Engo Agrícola, Mestrando, Biosystems and Agricultural Engineering Department, University of Kentucky, EUA

**ABSTRACT**

The determination of the modulus tangent (E_{ci} ) and of the modulus secant (E_{cs}) of the concrete can be done using compression test but, to be simpler, it is used relations with characteristic strength (f_{ck}). Relations are also used to determine the transversal modulus (G_{c}) and, in the case of the Poisson's ratio (ν), a fixed value 0.20 is established. The objective of this research was to evaluate the use of the ultrasonic propagation waves to determine these properties. For the tests were used specimens with f_{ck} varying from 10 to 35 MPa. For the ultrasonic tests were used cylindrical and cubic specimens. The modulus of deformation obtained by ultrasound was statistically equivalent to the obtained by compression tests. The results of modules obtained using the relations with f_{ck} was far away from those obtained by ultrasound or by compression tests. The Poisson's ratio obtained by ultrasound was superior to the fixed value. We can conclude that the concrete characterization by ultrasound is consistent and, to this characterization the cylindrical specimen, normally used to determine f_{ck}, can be used.

**Kewords**: compressive strength, modulus of deformation, mechanical properties.

**RESUMO**

A determinação dos módulos de deformação tangente (E_{ci} ) e secante (E_{cs}) do concreto pode ser realizada por meio do ensaio de compressão, mas, por facilidade, utilizam-se relações com a resistência característica (f_{ck}). Relações são também utilizadas na determinação do módulo de elasticidade transversal (G_{c}) e, no caso do coeficiente de Poisson (ν), um valor fixo de 0,20 é adotado. O objetivo do trabalho foi avaliar o uso de propagação de ondas de ultrassom na determinação dessas propriedades. Para os ensaios, foram utilizados corpos de prova com f_{ck} variando de 10 a 35 MPa. No caso do ultrassom, os corpos de prova foram cilíndricos e cúbicos. Os valores de módulo de deformação obtidos por ultrassom foram estatisticamente equivalentes aos obtidos por compressão e, no caso do ultrassom, os corpos de prova cúbicos e cilíndricos apresentaram resultados estatisticamente equivalentes. Os módulos obtidos por meio de relações com f_{ck} distanciaram-se dos obtidos tanto por ultrassom quanto pelo ensaio de compressão. O coeficiente de Poisson obtido por ultrassom foi superior ao valor fixado. Pode-se concluir que a caracterização do concreto por ultrassom é viável e que, para essa caracterização, o corpo de prova cilíndrico, usualmente utilizado para a determinação do f_{ck}, pode ser utilizado.

**Palavras-chave:** resistência à compressão, módulo de deformação, propriedades mecânicas.

**INTRODUCTION **

The concrete is a construction material very used in rural constructions in Brazil for structural elements as beams, columns, foundations or floors (FURTADO et al., 2005). The design of concrete structures is part of the undergraduate program in Agricultural Engineering. The project of those structures can be accomplished in a simpler and appropriate way by the use of computational software. However, the use of those software demands the complete characterization of the material.

In Brazil, procedures for determining the strength and elasticity parameters of concrete are given by the standard methods: NBR 5739 (1994) and NBR 8522 (2004). In structural design, concrete is classified by its compressive strength (f_{ck}) 28 days after molding. On the other hand, tests to determine the modulus of elasticity, which for concrete is normally called the modulus of deformation, are more intricate and require specific equipment that is not always available. The term "modulus of deformation" is adopted because Hooke's Law is valid only for very limited stress values (approximately 30% of f_{c}) because above that limit the concrete has a residual deformation after the load is removed, and so, the strain is no longer proportional to the stress. Considering this behavior, two methods have been proposed by NBR 8522 (2004) to determine the modulus of deformation by compression testing: the modulus of deformation tangent to the origin (E_{ci} ), and the secant modulus of deformation (E_{cs}). E_{ci} is considered equivalent to the secant or chord modulus of deformation for stresses between σ = 0.5 MPa and 30% of the rupture stress (f_{c}). E_{cs} is the angular coefficient of the secant line of the stress-strain diagram (ε) passing through the point corresponding to σ = 0.5 MPa and through a point corresponding to a fixed stress (σn).

Because of the difficulties with testing, these values are not always available to the designer, so the standard of the Design of Concrete Structures (NBR 6118, 2004) provides empirical equations that associate the modulus of deformation E_{ci} to the concrete characteristic strength (f_{ck}). Experimental determination of the transverse modulus (G_{c}) and Poisson's ratio (ν ) is even more complex, so the NBR 6118 (2004) assumes relationship with E_{cs} to obtain the G_{c} and for ν is fixed a value.

Several studies have shown that although the longitudinal modulus of deformation has a direct relationship with the characteristic strength, this relationship changes as a function of several parameters, so, the adoption of a single relationship is not adequate (SIDERIS et al., 2004).

With regard to Poisson's ratio (ν), many technical papers have demonstrated that there can be major changes around the normally adopted value, both as a function of aggregates and as a function of the measurement method (SIDERIS et al., 2004, AGUILAR et al., 2006, BONFIGLIORI & PASCALE, 2000, KLINK, 1975, LU & HSU, 2007). It has been shown, by these authors that the Poisson's ratio in compression is not constant, but varies along the cross section of the specimen, increasing with the distance from de specimen face. The results obtained by KLINK (1985) showed that the Poisson's ratio measured at the center of the concrete specimens is about 55% higher than that obtained by the standard method, with measures in the face of the specimen. The results from these authors also show that the Poisson's ratio can vary about 30% as a function of the composition of aggregates.

Previous research (PRASSIANAKIS & PRASSIANAKIS, 2004) on the assessment of the capacity of non-destructive testing (NDT) to evaluate concrete integrity concluded that ultrasonic tests were feasible for assessing the material.

Hooke's Law provides the stress-strain relationship of elastic materials by means of the matrix of the material elastic components (stiffness matrix) (BODIG & JAYNE, 1982). Non-destructive testing using the propagation of ultrasonic waves has been used to obtain the stiffness matrix of materials where the number of independent components depends on the degree of complexity of the material being assessed. In the case of concrete, considered to be isotropic, the matrix is composed of only three independent elements.

With the terms of the stiffness matrix [C], it can be determine, through inversion, the flexibility matrix [S], with which it is possible to determine the elastic constants, i.e., the longitudinal modulus of elasticity, the transverse modulus of elasticity and the Poisson's ratio. On the other hand, by using the Newton's Law for moving bodies (*F = m a*, where F is the force, m is the mass and a is the acceleration) and the differential equation for the wave propagation ( = where *u* is the displacement and *V* is the velocity of the particle) it can be associate stress with the movement of the internal structure of the material. In 1877, using a complex mathematical procedure, Christoffell obtained the relationships between the coefficients that make up the material's stiffness matrix (C_{ii} and C_{ij}) and the propagation speed of ultrasonic waves (V_{ii} and V_{ij})

Taking into account the above mentioned aspects, the aim of this study is to evaluate the use of ultrasonic technique to determine the stiffness matrix of concrete, and through it the elastic parameters (E, G and ν).

**METHODOLOGY **

To perform this research, 30 cylindrical specimens measuring 100 mm in diameter x 200 mm in length, and five cubic specimens 150 mm in size were molded with five different concrete mixes. The cubes were used in ultrasonic tests to assess if there would be a difference in the stiffness matrix results as a function of the specimen shape.

The five different mixes were made to obtain different strength, so, using different proportions of cement, aggregates, sand and water. The range of f_{ck} adopted for the study had an objective to cover the situations with a low, medium and upper (considering the rural structures) level of strength allowing verify if the behavior of the results will be comparable for all level of strength.

The sand and aggregates was the same for all mixes, because we don't want to introduce any variability linked to the materials. The density of the cement, sand and aggregate was 3,100 kg m^{-3}, 2,564 kg m^{-3} and 2,960 kg m^{-3}, respectively. The maximum dimension of the aggregate was 19 mm and the slump was 80 mm. With these constituent characteristics the proportion of materials for each mix was calculated (Table 1).

Concrete was prepared at the laboratory in five batches, with each mix (Table 1) corresponding to a different characteristic of estimate strength (f_{ck}). According to Table 1, with the mixes, the estimate f_{ck} values will be 10 MPa, 15 MPa, 20 MPa, 30 MPa and 35 MPa. The cement used to mold the specimens was High Initial Strength Portland (CP V ARI). This cement was chosen because this study is part of a project with the goal of classifying reinforced concrete poles, and manufacturers mostly use this type of cement. All specimens were cured in air (approximately 25ºC temperature and 65% relative humidity) to simulate the fabrication of concrete poles. The cylindrical metallic molds were filled in four layers, and each layer received 25 strikes from a metallic rod. The strikes did not go beyond the lower layer. The cubes were molded in two layers, receiving 50 strikes with the metallic rod.

**Ultrasound tests **

The cylindrical specimens were tested after 7 days of molding, initially with ultrasonic tests, using 100 kHz longitudinal and transverse wave transducers. The axial compression tests were done immediately after the ultrasonic tests. For the cylinders, the transducers were always positioned parallel to each other on planar faces (Figure 1) so that wave propagation occurred along the length (200 mm).

For the shear transducer, wave propagation was along the length while polarization was in a perpendicular direction. The choice of positioning the transducers on the plane face allowed for better coupling. For each cylindrical specimen, 10 measurements of the wave propagation time were made for both the longitudinal and transverse waves in order to quantify the measurement error.

For the cubes, transducers (longitudinal and transverse) were positioned in parallel on three faces of the specimen (faces 1; 2 and 3) (Figure 2).

Nine measurements were made with the longitudinal transducer on each face (1; 2 and 3). Eighteen measurements were made on each face with the transverse transducer, with wave propagation in one direction and polarization in the perpendicular direction. The measurements were repeated to quantify the measurement error. The transducers were calibrated using a Plexiglas piece, a material where the wave propagation speed is known (2,700 m s^{-1} longitudinal and 1,100 m s^{-1} transversal).

With the propagation time (t) of the ultrasonic waves as measured by the equipment, and the length of travel (L = distance between transducers), the longitudinal and transverse propagation speeds were calculated. The longitudinal velocities were V_{11}, V_{22} and V_{33} according to the measurement directions. The transversal velocities were V_{12 }or V_{21} (named V_{66}), V_{13} or V_{31} (named V_{55}) and V_{23} or V_{32} (named V_{44}).

**Static tests **

After ultrasonic testing, the cylindrical specimens were coated on top with a mixture of sulfur and kaolin, melted, and placed on the cap to assure that the surfaces were smooth and perpendicular to the specimen axis. After capping, the cylindrical specimens were tested with a universal testing machine (DL30000, EMIC, Brazil) according to NBR 5739 (1994). For the strain measurements were used the extensometers of the testing machine (Figure 3).

To obtain the modulus of deformation, the specimens were tested according to NBR 8522 (2004). The testing machine allows the modulus of elasticity (E_{i}) and the rupture stress (f_{c}) to be directly obtained, and captures all stress and strain points, thus making it possible to export the data afterwards to determine the modulus of deformation according to the standards. In addition to f_{c} and E_{i}, the tangent and secant modulus of deformation (E_{ci} and E_{cs} respectively) were also calculated using the stress (f_{c}) - strain (ε) diagram and Equations 1 and 2.

Where σ_{0.3fc} and ε_{0.3fc} are the stress and the strain at 30% of the rupture (f_{c}), ε_{0.5} is the strain at 50% of the rupture (f_{c}) and σn and ε_{n} are the stress and the strain at a point corresponding to a fixed stress.

Equations 3; 4 e 5 are the relationship adopted by NBR 6118 (2004) to obtain E_{ci} , E_{cs} and G_{c} as a function of the f_{ck}. The Poisson's ratio is fixed as 0.2.

**Elastic constants assessment **

The specific mass of the material (ρ) and the velocities of ultrasonic wave propagation obtained with the use of longitudinal transducers (V_{ii}) and with the use of shear transducers (V_{ii} and C_{ij}) using the Equation 6.

For isotropic materials the V_{11} ≅ V_{22} ≅ V_{33}, so C_{11} was calculated using an average of the V_{11} , V_{22} and V_{33} and as consequence C_{11} = C_{22} = C_{33}. Likewise V_{33}≅ V_{55} ≅ V_{66} and so, using an average of these values C_{44} = C_{55} = C_{66}.

Therefore, the stiffness matrix [C] takes the following form (BODIG & JAYNE, 1982):

Additionally, by the use of symmetry arguments BODIG & JAYNE (1982) show that C_{12} = C_{11} – 2C_{44} that allow us to determine all parameters of the stiffness matrix.

The inverse of [C] gives the flexibility matrix [S], from which E, G, and υ were obtained for each cylindrical specimen and for the cubes.

The values of E obtained by [S] were compared with those obtained from axial compressive destructive testing (E_{i} and E_{ci} ). The values of G were compared with the results from correlating the characteristic strength adopted by NBR 6118 (2004), and the values of υ were compared with the value fixed by that standard method (NBR 6118, 2004).

The characteristic strength (f_{ck}) of each batch was calculated using the NBR 12655 (2004). This method indicates that for to statistically control for the sampling, the sample size must be of at least n = 6 specimens, and the calculation of f_{ck} for 6 ≤ n < 20 specimens is given by Equation 7.

where n = the number of specimens tested, and f1, f2,.....,fn = values of strengths of the specimens in increasing order.

The same standard specifies that the f_{ck} should not have a value smaller than ψ_{6} f1, where ψ_{6} is a tabulated value that depends on the conditions of the concrete preparation (standard deviation) and on the number of samples tested, which for this study was 0.92 (six specimens in each batch).

**RESULTS AND DISCUSSION **

Table 2 shows the average results for specific mass (ρ), tangent modulus of elasticity (E_{ci} ), initial modulus of elasticity (E_{i}), and the results for the characteristic strength (f_{ck}) for each of the batches. The results show that the characteristic strengths were not exactly equal to those expected for the calculated concrete mix (Table 1), but they were quite close. The greatest differences occurred for batch 2 and 3, with a mix calculated for 15 MPa and 20 MPa and results of 18.15 MPa and 18.2 MPa. Although different f_{ck} expected by the calculus, these two batches (2 and 3) had nearly identical f_{ck}.

The specific mass remained within the limits considered usual for concrete by NBR 9778 (2001), which are from 2,000 kg m^{-3} to 2,800 kg m^{-3}. The tangent modulus of elasticity (E_{ci} ) was always slightly lower (6% on average) than the initial modulus of elasticity (E_{i}). This was expected since the former considers a straight line originating at 0.5 MPa and extending to 0.3 f_{c}, while the latter considers a straight line starting at the origin. However, a statistical analysis (ANOVA and Multiple Range Test) performed using all pair of results from E_{ci} and E_{i} for each specimen of each batch, using the Statgraphics Software, indicated that there was a significant difference only for batch 4, at a confidence level of 95%. It is important to detach that this statistical evaluation was not made using the means values (Table 2) but all sample.

The modulus of deformation determined by NBR 6118 (2004) (as a function of f_{ck}) was always lower than the value of E_{ci} determined from the stress-strain diagram. This was also expected, because the use of a predicted value, instead of a calculated value, needs to be more conservative to prevent predictions errors which could provokes safety problems. However, it can be observe that these differences vary considerably (from 6 to 52%), indicating that determining E_{ci} as a function of a fixed correlation with f_{ck} (5,600 x (f_{ck} ^{½})) can lead to values that are rather small, and thus anti-economical in terms of design.

BODIG & JAYNE (1982) highlight that the determination of the modulus of deformation using the relations with strength can lead to results with differences of up to 20%, even for materials with an elastic behavior such as steel.

Batches 2 and 3 are practically equal in terms of strength, but the differences in values of the modulus of deformation were 14% for E_{ci} and 16% for E_{i}. The results obtained by SIDERIS et al. (2004) present differences about 20% in E_{ci} for concretes with the same strength properties.

Table 3 and 4 present the results for the average longitudinal (V_{L}) and transverse (V_{T}) speeds, stiffness coefficients (C_{11}, C_{12}, and C_{44}), longitudinal modulus of elasticity (E), transverse modulus of elasticity (G), and Poisson's ratio (ν) obtained through ultrasonic testing of cylindrical and prisms specimen, respectively. Results for the propagation speed of ultrasonic waves varied less in cylinders than for cubes. This result could be associated with the better homogeneity obtained in molding, since vibration is less effective in prisms. Furthermore, the greater weight of the layers in the cubes provides better compaction of the lower layer.

It was generally observed that speeds increased with f_{ck}, indicating that the method for assessing the mechanical properties of concrete had good sensitivity.

The ratio between the static tangent modulus and the dynamic modulus (ultrasonic) obtained by AGUILAR et al. (2006) was around 0.5 for low-strength concretes, and increased to approximately 0.8 for higher-strength concretes. It is important to note that AGUILAR et al (2006) compare E_{ci} with the dynamic modulus obtained through the expression Ed = ρ V^{2}, and not with the modulus found from the flexibility matrix, which takes into account Poisson's ratio. The ratio between the static tangent modulus and C11 obtained in this work, which correspond to the Ed obtained by the cited author, was about 0.80 for lower strength concrete (batch 1), 0.72 for medium strength concrete (batches 2 and 3) and 0.67 for higher strength concrete (batches 4 and 5). The differences between the batches with different strengths were less significant than the obtained by AGUILAR et al (2006). Using the modulus of elasticity (E) by the stiffness matrix from the ultrasonic testing, in cylindrical specimens, the differences with E_{i} were about 7%. PRASSIANAKIS & PRASSIANAKIS (2004), also using the Poisson coefficient correction, obtained differences with E_{i} about 5%.

The modulus of elasticity (E) values obtained with the stiffness matrix from the ultrasonic testing of cylindrical specimens for each batch were compared to the module obtained from the axial compression testing (E_{ci} and E_{i}) using ANOVA and a Multiple Range Test. For batches 1; 3 and 5 there is no statistical difference between E, E_{ci} , and E_{i} at a 95% confidence level. For batch 4, E is statistically equivalent to E_{ci} but is different from E_{i}, and E_{ci} is also different from E_{i}. Only for batch 2 the value of E obtained from ultrasonic testing was different from those obtained from compression testing.

The values of the module of elasticity (E) determined from the stiffness matrix in the ultrasonic testing of the cylindrical and cubic specimens were compared using the "t-test". The confidence interval for the difference between the mean values indicated that there was no statistical difference between the results. This result is important since it indicates that ultrasonic testing can be performed directly on cylindrical specimens without the need to make cubes. This facilitates the transfer of technology, since cylindrical specimens are conventionally molded for the assessment of the concrete f_{ck}, thus providing additional information on the longitudinal and transverse modulus of elasticity and on Poisson's ratio. These data are normally predicted as a function of f_{ck}. An additional advantage of testing cylinders was that the observed measurement errors of both longitudinal and transverse speeds were much lower.

The ANOVA table and the Multiple Range Test comparison of the mean values of E obtained from ultrasonic testing (cube and cylinder) with the mean values of E_{ci} and E_{i} obtained from axial compression testing for each batch show that there is no statistical difference between the results. It is important to point out that the ANOVA table resolves the variance of the data into two components, between groups and within a group, and uses "t" and "F" tests to draw conclusions about the statistical equivalence or difference between groups.

The statistical comparison of the values of modulus obtained from ultrasonic testing (cube and cylinder) and from axial compression testing (E_{ci} and E_{i}) with the modulus proposed by NBR 6118 (2004) verifies that they cannot be considered statistically equal to the latter. This indicates the Standard gives a greater deviation from the actual value of the modulus than that predicted by the ultrasonic tests.

Considering that the value of G proposed by the Standard is even more conservative than the value of E_{ci} , since it is correlated with E_{cs} (which is 0.85 x E_{ci} ), it is expected that the values obtained from ultrasonic tests will always be greater than those predicted by the Standard's equation (Equation 5). Given the mean values, the value of G predicted by the Standard was 0.65 the value of G determined by ultrasonic testing.

In the case of Poisson's ratio, NBR 6118 (2004) proposed to adopt a value of 0.20. The results obtained from the stiffness matrix were 0.27, 0.29, 0.24, 0.32, and 0.31 for batches with f_{ck} values of 10.20, 18.15, 18.21, 30.81, and 34.12 MPa, respectively. One can note that concretes with f_{ck} above 30 had average Poisson's ratios of 0.32, while up to 18 MPa those ratios were 0.27. Therefore, the Poisson's ratios were always greater than that proposed by the Standard (0.20) and the variation occurred within the interval (0.24 to 0.32). Interval variation for Poisson's ratio from 0.22 to 0.34 was obtained by SIDERIS et al. (2004). AGUILAR et al. (2006), BONFIGLIORI (2000), KLINK (1975) and LU & HSU (2007) also demonstrate that there is a large range in the Poisson ratio, so, the adoption of a fixed value is not adequate. KLINK (1975) demonstrates that Poisson's ratio of concrete, obtained in compression tests, is different at different points of measurement, increasing as the point approaches the centroid sections, where it reaches its maximum value. The results of KLINK (1975) showed that the value of the Poisson's ratio obtained at the centroid of the section was about 56% larger than that obtained at the edge of the section. Since the ultrasonic test correspond an internal measurement, the results obtained are compatible with those from KLINK (1975).

**CONCLUSIONS **

The experimental results indicate that the complete stiffness matrix of concrete can be easily obtained and used to estimate the engineering parameters (E, G, and υ) by ultrasonically testing the same cylindrical specimens usually employed to determine f_{ck}.

**ACKNOWLEDGEMENTS **

The authors are grateful to CNPq (National Council for Research) for the scholarship and CPFL (The São Paulo Electricity Company) for the financial support.

**REFERENCES **

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Recebido pelo Conselho Editorial em: 9-4-2010

Aprovado pelo Conselho Editorial em: 22-3-2011