Estimation of the mechanical properties of concrete in an existing structure is possible with the results of surface hardness and ultrasound tests (nondestructive tests (NDTs)). For both the use of correlation curves is necessary, it is established between NDT and the results of the compressive strength of test specimens or extracted from structure. The objective of this study is to produce correlations between the results of surface hardness and ultrasound NDTs and the compressive strength of the structural concrete in the bleachers of a soccer stadium in the city of Cianorte, which is located in the northwest part of the state of Paraná, Brazil. This concrete structure, which is approximately 26 years old, has some defects, such as corrosion, concrete segregation and cracks. Concrete spalling in one of the slabs has recently raised some concern. Another significant issue is the absence of records regarding concreting of the bleachers’ structure. Therefore, mapping the reinforcement was initially performed according to the results of a surface hardness test, as recommended by standard [1]. An ultrasound test was simultaneously performed according to standard [2] for the same points employed in the surface hardness test. The concrete specimens were extracted according to the recommendations of standard [1] to determine compressive strength, perform the NDT and construct the correlation curves for the results. A total of 26 concrete specimens were obtained from all structures of the bleachers. From the methodology and the results of the study, highly reliable equations were obtained from the correlation curves among the compressive strength of the concrete specimens and the values of the surface hardness index and the ultrasound wave propagation velocity.
The measurement of ultrasound and surface hardness comprises practical tests that do not damage a structure’s surface: the instruments are light and easy to handle and use. Ultrasound is employed to verity the homogeneity of concrete, to detect defects (concreting, depths of cracks and other imperfections) and to monitor variations in the concrete quality over time. Surface hardness is measured according to standard [
According to [
The results of surface hardness measurement and ultrasound tests (nondestructive tests (NDTs)) enable the estimation of the mechanical properties of concrete in an existing structure. In this study, that estimation is performed using correlation curves that are established from the NDT results and the compressive strengths of specimens from the structure.
Correlations between the results of nondestructive tests (surface hardness and ultrasound tests) and the compressive strength of the concrete in the bleachers of the Albino Turbay soccer stadium in the city of Cianorte , which is located in the northwestern part of the state of Paraná , Brazil , are developed in this study.
The Albino Turbay Olympic Municipal Stadium (“Estádio Olímpico Municipal Albino Turbay”) in the city of Cianorte, which is located in the northwestern section of the state of Paraná, Brazil, was inaugurated in April 1958. At that time, the land on which the stadium was built consisted of a simple grassy field that was surrounded by a natural hedge. The stadium is currently being employed for state and national professional soccer championships.
The reinforced concrete structure of the bleachers consists of modules (
The structure of each module consists of porticos; each portico has three pillars (PT) and an upper sloped beam that receives the cross beams (VT). These beams provide support for the unidirectional slabs that are used as seats (
Preliminarily, the entire structure of the stadium was inspected to detect existing defects in the concrete and the corresponding degree of damage. The following defects
were recorded: rebar corrosion (especially at the base of the pillars), concrete voids (more evident in the ends of the sloped beams of the porticos) and cracks in the unidirectional slabs.
An electromagnetic detection test (
No records of the technology control of the structural concrete of the bleachers are available. In the preliminary inspection phase, all structures were divided in lots based on the importance of the structural elements and the homogeneity of the concrete according to standard [
To perform the surface hardness test, the concrete surface was prepared with a silicon carbide (carborundum) disc that was applied in circular movements to render it flat and perfectly smooth. All dust that was generated during the process was removed. Care was taken to avoid regions that were affected by segregation, exudation, rebar concentration, cold joints, cracks, pillar tops and regions close to the supports.
The position of the test area was defined in a manner that it was geometrically and uniformly distributed along the structure. As shown in
Seventeen surface hardness tests were performed in the structures of modules 1, 3 and 5, whereas nine hardness test areas were included in each structure of modules 2
and 4. The tests in the points that were distributed in all structural elements (unidirectional slabs, cross beams, sloped beams and pillars) were performed in each module. The maximum and minimum surface hardness indices (SIs) of each module are listed in
Based on the values of
The extraction of the concrete specimens followed the recommendations of standard [
The propagation velocity of the ultrasound wave was determined by a direct transmission mode for each specimen at the laboratory, as shown in
The concrete specimens were submitted to simple compression until rupture in an Emic press, model PC200, with a capacity of 200 tons. The test adhered to the recommendations of standard [
Module 1 | Module 2 | Module 3 | Module 4 | Module 5 | |||||
---|---|---|---|---|---|---|---|---|---|
SIminimum | SImaximum | SIminimum | SImaximum | SIminimum | SImaximum | SIminimum | SImaximum | SIminimum | SImaximum |
38 | 42 | 37 | 43 | 36 | 41 | 35 | 40 | 36 | 41 |
Correlation curves between the NDT results (surface hardness and ultrasound) and the compressive strength of the specimens were constructed. The curves are displayed for each module of the stadium structure. Only the curve that better represents the correlation that is defined by a nonlinear regression and its correlation coefficient (R2) are shown,
The number of specimens to be extracted from the stadium’s structure was defined according to the guidelines of standard [
In the case of module 4, a correlation between the NDT that was directly performed on the structure and the results of the compression of the concrete specimens was not feasible for different reasons: excessive rebar concentration, the impossibility to perform the test in the direct transmission mode for the chosen points of the structure and
Ultrasound | Surface Hardness | Concrete Specimens | |
---|---|---|---|
Quantity | 207 | 207 | 26 |
Maximum | V = 5528 m/s | SI = 48.2 | fc = 40.4 MPa |
Minimum | V = 1211 m/s | SI = 24.1 | fc = 13.1 MPa |
V = propagation velocity of the ultrasound wave; fc = compressive strength of the concrete specimen.
significant concrete degradation in this module (cracks and corrosion) as previously detected in the preliminary inspection of the structure.
Correlation between surface hardness (SI) and compressive strength (fc)
The correlations between SI and fc are shown in
The regression equations that represent the correlation between SI and fc and the respective correlation coefficients (R2) are indicated in each curve.
The correlation coefficients of the curves varied between 0.69 (module 3) and 0.98 (module 2). This range is not substantially different from the range obtained in a study by [
The observation of the curves reveals that the higher the fc value is, the higher the SI of the structure’s concrete. The best correlation was obtained for module 2, with R2 almost equal to 1, which indicates that the equation has a high reliability.
The curve in
The regression for the entire structure had a coefficient of correlation (R2) of 0.3037, which is lower than the R2 of 0.446 obtained by [
Correlation between the ultrasound velocity (V) and compressive strength (fc)
The regression equations that represent the correlation between V and fc and the respective coefficients of the correlations (R2) are indicated in each of the curves.
The coefficients of the correlations of the obtained curves ranged from 0.46 (module 5) to 0.89 (module 1). Better correlations between 0.69 and 0.96 were obtained in
the study by [
The curves indicate that the higher the wave propagation velocity is, the stronger the concrete, which is demonstrated by the high correlation between the strength and the ultrasound velocity.
As with the surface hardness curves, different behaviors among the correlation curves obtained by ultrasound are observed. Module 2 yielded the strongest correlation with surface hardness, whereas Module 1 had the best correlation with the ultrasound test the weakest correlations from the surface hardness test and the ultrasound test were obtained for module 3 and module 5, respectively.
The curve of
The regression of the entire stadium’s structure had a coefficient of correlation (R2) of 0.7172, which exceeds the coefficient of correlation that was obtained by [
From the results, the following conclusions are formed:
Surface hardness measurement:
A correlation between the results of the direct measurements of surface hardness for the same points of the structure at which the concrete specimens were collected and the specimens’ compressive strengths was established;
The stronger the concrete is, the higher the surface hardness index is;
The curves obtained in the tests had similar behaviors, especially in the case of modules 1, 2 and 5 of the structure that was analyzed in the study. A strong correlation between the two variables, with a correlation coefficient of 0.98 for module 2, was observed.
Ultrasound:
A correlation between the results of the ultrasound tests of the concrete specimens collected from the stadium’s structure and the compressive strengths of the same specimens was established;
The results indicated that the stronger the concrete was, the higher the wave propagation velocity was;
The curves obtained in the tests revealed similar behaviors for each of the modules of the structure that was analyzed in the study, with the exception of the curve of module 5;
The best correlations were obtained for modules 1 and 2, for the surface hardness and ultrasound tests. The correlation coefficients of the curves of these two modules were similar for both types of NDTs;
In the case of the structure of module 3, the correlation of the ultrasound test was reasonable (R2 = 0.809), whereas the correlation coefficient of the surface hardness test―R2 = 0.6923―was lower. In the case of module 5, the best correlation was obtained by the surface hardness test (R2 = 0.8138), whereas the correlation coefficient of the ultrasound test was R2 = 0.4571;
When the data of all modules were grouped, the correlations of both the surface hardness test and the ultrasound tests worsened, and the ultrasound test achieved the best result (R2 = 0.7172);
The curves obtained in this study can be used to estimate the strength of the concrete of other elements of the structure, considering that the corresponding equations were highly reliable. In addition, the equations obtained in this study will be very useful for identifying regions in other structures.
The authors thank all institutions that directly collaborated in this study: the Department of Civil Engineering of the State University of Maringá/Umuarama (Universidade Estadual de Maringá-UEM/Umuarama), Unipar/Umuarama (Universidade Paranaense- Unipar/Umuarama) for the utilization of the equipment for the tests, Cianorte City Hall (Prefeitura Municipal de Cianorte) for access to the Municipal Stadium, and the Graduate Studies Program in Civil Engineering of the UEM and the Brazilian Federal Agency for the Support and Evaluation of Graduate Education (Coordenação de Aperfeiçoamento de Pessoal de Nível Superior-CAPES) for the grant that was provided to the authors.
Lopes, Y.D., Vanalli, L. and Ferrari, V.J. (2016) Concrete Compressive Strength Estimation by Means of Nondestructive Testing: A Case Study. Open Journal of Civil Engineering, 6, 503- 515. http://dx.doi.org/10.4236/ojce.2016.64043