The analysis of failure in concrete and reinforced concrete beams with different reinforcement ratio

The first stage of the scientific research was focused on recognizing the process of the crack’s initiation in plain concrete and slightly reinforced concrete beams. The experimental investigation was performed on 3 plain concrete beams and 3 slightly reinforced concrete beams (reinforcement ratio 0.12%). Beams were tested in a four-point bending test. The beams were loaded with two concentrated forces which were applied from bottom to top in one third of the span. The application of the upturned way of loading and the loading procedure by forcing displacement allowed to slow down the failure process and to observe crack developing precisely. The loading was realized as deformation controlled using hydraulic jacks with calibrated gauges. The beams were made of normal strength concrete. The quartzite aggregate of the maximum aggregate size \(D_{\mathrm{max}}=32~\hbox {mm}\) was used to produce the concrete mixture. The basic concrete properties were tested by standard methods. The compressive strength of concrete was tested on 21 cylinders \(\upphi 150/300~\hbox {mm}\), and the obtained mean value was \(f_\mathrm{c}=20.4~\hbox {MPa}\) (standard deviation \(s=2.54~\hbox {MPa}\)). The tensile strength of concrete was measured on 21 cubes 150/150/150 mm at a splitting test. The obtained mean value of splitting tensile strength was \(f_\mathrm{ct,sp}=1.64~\hbox {MPa}\) (standard deviation \(s=0.18~\hbox {MPa}\)), and the axial tensile strength was calculated as \(f_\mathrm{ct}=0.9 f_\mathrm{ct,sp} =1.48~\hbox {MPa}\). The modulus of elasticity was measured on 21 cylinders \(\upphi 150/300~\hbox {mm}\) and the mean value was \(E_\mathrm{c}=22118~\hbox {MPa}\) (standard deviation \(s=1927~\hbox {MPa}\)). The fracture energy \(G_\mathrm{F}=83~\hbox {Nm}/\hbox {m}^{2}\) was not derived experimentally, but it was calculated using the formula given in Model Code [11]: \(G_\mathrm{F}=\alpha _\mathrm{F}f_\mathrm{c}^{0.7}\) (where \(\alpha _\mathrm{F}=10\) for \(D_{\mathrm{max}}=32~\hbox {mm}\), \(f_\mathrm{c}\) in MPa). In slightly reinforced concrete beams, three steel bars 4.5 mm in diameter were used and the yield stress of steel was \(f_\mathrm{y}=275~\hbox {MPa}\). Beam’s geometry and the location of steel bars are presented in Fig. 1.

A brittle character of failure was observed in all tested beams during the experiment, but some differences in failure process were noticed and a higher cracking resistance was obtained in slightly reinforced concrete beams in comparison to that measured in plain concrete beams. In plain concrete beams a brittle, sudden failure was noticed right after the appearance of the first flexural crack. In slightly reinforced concrete beams of the reinforcement ratio 0.12%, the failure was also caused by the main flexural crack but the beams’ damage was noticed at higher load level than in plain concrete beams. The failure crack did not propagate as rapidly as in concrete beams, and the destructive process in slightly reinforced concrete beams continued progressively developing two or three cracks. The location of cracks in plain concrete and slightly reinforced concrete beams is presented in Figs. 2 and 3. The photographic documentation of the failure crack in the plain concrete beam A1 and the slightly reinforced concrete beam B1 is presented in Fig. 4.

During the experiment, the applied loads were read from the calibrated gauges which were fixed to hydraulic jacks. In plain concrete beams the following maximum forces were read from the gauges: 5.10 kN, 5.51 kN, 4.45 kN, and in slightly reinforced concrete beams the maximum forces reached: 5.59 kN, 5.44 kN, 5.21 kN. Bending moments were first calculated on the basis of the applied external forces, and then they were increased by bending moments connected with a self-weight of the beams. (The self-weight of the beams could not be omitted in the calculation as its contribution in the total bending moment was approximately 10%.) It was observed that the bending moment which was connected with appearing of the first flexural crack decided of the load capacity of plain concrete and slightly reinforced concrete beams. The average value of cracking moment was \(M_\mathrm{cr,E}=5.08~\hbox {kN~m}\) in plain concrete beams and \(M_\mathrm{cr,E}=5.39~\hbox {kN~m}\) in slightly reinforced concrete beams. The cracking moment which decided about load carrying capacity of slightly reinforced concrete beams was greater than cracking moment in concrete members. The difference in failure process connected with developing of flexural cracks in plain concrete and slightly reinforced concrete beams can be observed when comparing the load–deflection curves obtained during the experiment (see Fig. 5). The significantly slower crack formation in slightly reinforced concrete beams resulted in almost four times higher deflection of slightly reinforced concrete beams comparing to the deflection measured in plain concrete beams.

The experimental results have brought the evidence that the presence of reinforcement changes the cracking process and impacts the cracking resistance in reinforced concrete flexural members, even when reinforcement ratio is low. Furthermore, the obtained cracking moment which decided about the load capacity of plain and slightly reinforced concrete beams appeared to be higher in both cases than the theoretical cracking moment calculated on the basis of the theory of elasticity (Eq. 1), as it is recommended in Eurocode 2 [5].where \(M^{\mathrm{T}}_\mathrm{cr}\)—theoretical cracking moment, \(f_\mathrm{ct}\)—tensile concrete strength, and \(W_\mathrm{c} =bh^{2}/6\)—section modulus).

In order to provide better insight into the phenomena associated with tensile fracture of concrete and to investigate the influence of longitudinal steel bars on a crack initiation and propagation in flexural beams, numerical simulations were performed. In numerical calculations made by finite element method, the theory of nonlinear fracture mechanics was implemented and a softening model of tensile concrete was applied. The model was derived from the fictitious crack concept proposed by Hillerborg et al. [12] and improved later by Bažant and Oh [13], Cedolin et al. [14]. The model is based on the assumption that the crack begins to develop in the fracture process zone when the tensile stress achieves the tensile strength of concrete \(\sigma =f_\mathrm{ct}\). Concrete in the fracture process zone is partially damaged, but it is still able to transfer stress. Strain softening of tensile concrete allowed for transferring smeared crack stress till the crack opening w reaches the critical crack opening \(w_{1}\). Cracking process is initiated when existing microcracks start to grow and to coalescence. With further microcracks growth, concrete bonds are broken and the process finally leads to the formation of macrocrack. The basic idea of the macrocrack formation is illustrated in Fig. 6.

For the formulation of the softening law, fracture energy concept is taken into account. Fracture energy \(G_\mathrm{F}\) is the energy absorbed per unit crack area during crack’s formation (Eq. 2). Fracture energy corresponds to the area under the stress crack opening curve \(\sigma -w\) obtained as a result of a tensile test of concrete. The pre- and post-peak behavior of tensile concrete obtained during the test is presented in Fig. 7a, and for practical finite element analysis, it can be simplified by bilinear curves proposed in Model Code [11] (Fig. 7b, c). Such softening characteristic of tensile concrete is recommended in numerical applications [15, 16].

Numerical calculations were realized using the module APAK0 of the commercial program ALGOR. The module is based on the modified Newton–Raphson method which is applicable to nonlinear analyses. The beam was modeled by three-dimensional, six- or eight-node brick elements in the bulk of the beam and by truss elements in the narrow fracture process zone. The width of the fracture process zone was chosen as \(w_\mathrm{c}=10~\hbox {mm}\) on the basis of the results of the earlier performed numerical analysis [17]. In the fracture process, the concrete in tension was modeled as a nonlinear material according to Model Code (Fig. 7b, c) and uniaxial model was applied for the concrete in compression because a low level of compressive stress was suspected. Outside the process zone the concrete was modeled as an elastic material. The second-order integration was used to formulate stiffness matrix for brick elements. Nodes in brick and truss elements had three degrees of freedom. The FEM mesh is presented in Fig 8.

As a result of the FEM calculations, the distribution of normal stress \(\sigma _{xx}\) in the fracture process zone was obtained in the plain concrete and the slightly reinforced concrete beam with reinforcement ratio 0.12% in the following steps of loading (see Fig. 9).

When analyzing the development of normal stress in fracture process zone, it can be observed that the fracture process in beams made of concrete is significantly related to strain softening of tensile concrete. The stress distribution has a linear character till tensile stress reaches the tensile concrete strength \(f_\mathrm{ct}\) in the extreme upper edge of the tension zone. As concrete is not an elastic and perfectly brittle material, we can observe a progressive cracking process which leads to the macrocrack formation. In the interior of the fracture process zone in deeper fibers, the normal stress reaches the tensile concrete strength, whereas in the upper level of tension zone, the stress decreases down to zero. The influence of strain softening on the crack formation explains why higher experimental cracking moments comparing to the theoretical calculation are obtained during tests on flexural concrete beams with and without reinforcement. Additionally, the presence of reinforcement causes the further increase in cracking resistance in the slightly reinforced concrete beam. The bond between concrete and steel bars influences the stress intensity in the vicinity of reinforcement, and in consequence it slows down the whole process of crack formation. The difference in the mechanism of crack formation is clearly seen when comparing the normal stress distribution in the same load level for plain concrete and slightly reinforced concrete beam (see Fig. 10). The performed numerical simulation permits to explain a less brittle character of the crack formation in slightly reinforced concrete beams comparing to plain concrete beams.

In the second stage of the research, the aim of the analysis was to investigate the effectiveness of longitudinal reinforcement in beams of normal and high reinforcement ratio. The experimental investigation was performed on longitudinally reinforced concrete beams in which the reinforcement ratio was 0.9%, 1.3% and 1.8%. It is necessary to noticed that transverse reinforcement was not used in the beams. The beams were tested in a three-point bending test. The load was applied directly from the testing machine. The beams were 2.05 m long, and the beams’ effective span during the test was 1.8 m. Beams were made of concrete with the maximum aggregate size \(D_{\mathrm{max}}=16~\hbox {mm}\). The basic concrete properties were tested by standard methods. The compressive strength of concrete was tested on 27 cylinders \(\upphi 150/300~\hbox {mm}\), and the obtained mean value was \(f_\mathrm{c}=35~\hbox {MPa}\) (standard deviation \(s=5.6~\hbox {MPa}\)). The tensile strength of concrete was measured on 32 cubes 150/150/150 mm at a splitting tensile test. The obtained mean value of splitting tensile strength was \(f_\mathrm{ct,sp}=3.5~\hbox {MPa}\) (standard deviation \(s=0.4~\hbox {MPa}\)), and the axial tensile strength was calculated as \(f_\mathrm{ct}=0.9f_\mathrm{ct,sp}=3.15~\hbox {MPa}\). The modulus of elasticity was measured on 19 cylinders \(\upphi 150/300~\hbox {mm}\), and the mean value was \(E_\mathrm{c}=41400~\hbox {MPa}\) (standard deviation \(s=3650~\hbox {MPa}\)). As a longitudinal reinforcement, steel bars of the diameter 12 mm or 18 mm were used. The characteristic yield stress of steel bars was \(f_{yk}=500~\hbox {MPa}\). The geometry of the beams and the arrangement of steel bars are presented in Fig. 11. In the paper the selected results of the more comprehensive scientific investigation are presented. More analyses of beams behavior due to shear stress were published in [18, 19].

In all tested beams first cracks were initiated at similar load level in the mid-span, and they propagated in the vertical direction. As the load increased, more flexural cracks formed within the mid-span and toward the support regions and the existing vertical cracks became insignificantly wider and deeper. With further increase in loading, vertical cracks situated close to the supports started to change their orientation and become the inclined cracks. The distribution and number of cracks as well as their width and length varied according to the reinforcement ratio. The crack distribution is presented in Fig. 12 where the numbers in circles describe the order of cracks appearing. The photographic documentation of the failure crack in reinforced concrete beams is presented in Fig. 13.

Depending on the reinforcement ratio, different mode of failure was observed in tested members.

The stable growth of vertical cracks was observed in the moderate reinforced beam of reinforcement ratio 0.9%. Such reinforcement effectively prevented against a sudden failure. A slow development of several flexural cracks was observed, and the flexural failure took place. The beam failed at the applied load \(F_\mathrm{max}=66~\hbox {kN}\) and the ultimate bending moment reached \(M_\mathrm{ult}=29.7~\hbox {kN~m}\) (\(M_\mathrm{ult}=V_\mathrm{ult}~a\), where \(V_\mathrm{ult}=F_\mathrm{max}~/2\) and a is the distance from the support to the applied load). The full flexural capacity connected with reaching the yield stress in steel bars was achieved.

In higher reinforced concrete beams with the longitudinal reinforcement ratio 1.3% and 1.8%, after flexural crack formation also the diagonal crack formed in the support zone of the beams. One major diagonal crack developed from the flexural crack due to shear stress which made flexural crack in the shear region to change its orientation and become a diagonal crack. In the tested beams the transverse reinforcement was not used, and therefore, the development of inclined cracks caused the shear, brittle failure. The beams failed soon after the appearance of the main diagonal crack. As shear forces governed the failure in higher reinforced concrete beams, the full flexural capacity due to the applied longitudinal reinforcement was not attained. The longitudinal reinforcement had an impact on the shear capacity of the highly reinforced concrete beams. With the increase in reinforcement ratio, the increase in cracking shear force which caused the appearance of diagonal crack \(V_\mathrm{cr}\) and ultimate shear force at failure \(V_\mathrm{ult}\) was noticed. (The cracking shear force was calculated as the half of the applied load at the moment of forming the first diagonal crack \(V_\mathrm{cr}=F_\mathrm{cr} /2\), and the ultimate shear force was calculated as the half of the applied load at failure \(V_\mathrm{ult}=F_\mathrm{max} /2\).) In the beam of reinforcement ratio 1.3%, the cracking shear forces was \(V_\mathrm{cr}=30~\hbox {kN}\) and the ultimate shear force was \(V_\mathrm{ult}=37.5~\hbox {kN}\), whereas in the beam of reinforcement ratio 1.9%, the cracking shear force was \(V_\mathrm{cr}=37\hbox { kN}\) and the ultimate shear force reached \(V_\mathrm{ult}=43.5~\hbox {kN}\). It can be observed that ultimate shear forces were higher than cracking shear forces and therefore the failure process caused by inclined cracks did not go in a rapid way.

When analyzing cracking process in the beams, it can be concluded that the slow development of several flexural cracks can be observed up to failure in moderate reinforced concrete beams and in highly reinforced concrete beams, after stabilization of flexural cracking, diagonal cracks appear. The initiation of inclined cracks is influenced by strain softening of tensile concrete, but in the progressive development of diagonal crack such mechanisms as an aggregate interlock and a dowel action of steel bars have appeared to predominate. The increase in shear capacity with the increase in reinforcement ratio shows that dowel action takes more important part in shear transfer in highly reinforced concrete beams. The main mechanisms of stress transfer in longitudinally reinforced concrete beams are illustrated in Fig. 14. When analyzing shear crack propagation, the more advanced model for concrete can be applied, for example, microplane model with relaxed kinematic constraint [20].