Flexural Strength and Acoustic Damage Characteristics of Steel Bar Reactive Powder Concrete

In this paper, the steel bar was used to prepare steel bar reactive powder concrete (SBRPC). The three-point bending test was adopted to investigate the effect of the number of steel bars on the flexural strength of SBRPC. The acoustic emission (AE) was used to monitor the fracture process of SBRPC in real time. In addition, the parameter RA and AF ratio (RF) was defined to analyze the distribution of shear cracks and tensile cracks during the fracture process. The experimental results showed that with the increases in the number of the steel bar, the flexural strength of SBRPC gradually increased. The fracture stage of SBRPC can be accurately divided according to the curve slope change in hits and cumulative counts. Moreover, the early warning of SBRPC damage can be realized by observing the amplitude of the AE amplitude value. The dynamic changes in the rising angle (RA) and average frequency (AF) values can be used to determine the cracks mode and fracture mode. Based on the results of RF analysis, adding steel bars will improve the proportion for tensile cracks during its fracture process.


Introduction
Reactive powder concrete (RPC), proposed in the 1990's [1], as a new type of ultrahigh-performance concrete, has the characteristics of high strength, long service life, and good durability [2,3]. Therefore, it has become a cement-based material that is widely used and developed by the development of microstructure enhancement methods [4]. Its implementation methods include removing coarse aggregates, reducing water-binder ratio, optimizing particle classification, and adding silicon-containing active materials to increase the silica composition in the mixture [5,6]. In addition, the toughness of RPC can be improved by adding fibers [7]. Although the cost of RPC is relatively expensive, the purpose of saving materials and costs can be achieved by reducing the size of structural components [8]. However, RPC still has the mechanical characteristics of ordinary concrete [9]. The flexural strength of RPC is usually lower than its compressive strength. Therefore, adding steel bars in the concrete becomes a useful method to improve the flexural strength of RPC.
Some scholars have studied the interaction between RPC and steel bars. Al-Quraishi et al. [10] investigated the influences of the number of transverse steel bars on the tension splice intensity of steel bars embedded in RPC. The results showed that the tension splice strength increased with the number of steel bars. Alkaysi et al. [11] evaluated the effect of the embedded depth of the steel bar on the bond intensity between the steel bar and RPC, and the peak bond intensity of specimens decreased with the increase in the embedded depth. Bae et al. [12] researched the bond stress between conventional steel bars and RPC. The experiment result showed that as the compressive strength of RPC increased, the bond stress gradually enhanced, but the corresponding increase rate gradually decreased. Nevertheless, relatively little research has been carried out for the fracture process of RPC reinforced with steel bars.
Acoustic emission (AE) technology, as a non-destructive method [13,14], is adopted to detect the real failure condition of structures, as well as material damage behavior [15]. It has the characteristics of high sensitivity, accurate location of damage sources, and realtime monitoring [16,17]. The internal damage of the concrete releases a certain intensity of elastic waves and propagates to the surface of the concrete [18,19], which are collected and processed by AE sensors into electrical signals and used for the fracture analysis for concrete [20]. At present, some scholars have studied the characteristics of concrete during the fracture damage process through AE technology. Bhosale et al. [21] researched the fracture behavior of concretes reinforced with synthetic fiber, steel fiber, as well as mixed fiber through AE technology, and divided the cracks as shear and tensile modes. Fan et al. [22] introduced AE technology into the study of uniaxial dynamic tension. The result showed that the increase rate of the AE parameters of concrete under dynamic load gradually decreased with the increase in the initial quasi-static load, and the more the initial loading period, the less the AE signal generated in the dynamic loading period. Rasheed et al. [23] adopted AE technology to study the fracture characteristics of concrete containing hybrid fiber, and they found that the identification of crack positions through AE analysis is pretty close to real fracture damage development.
In this paper, steel bar reactive powder concrete (SBRPC) was prepared with steel bars, and the influences of the steel bar number on flexural intensity and fracture behavior for SBRPC were investigated. The failure process of SBRPC was evaluated based on the AE parameter direct analysis method, and the failure mode of SBRPC was investigated through the AE indirect calculation analysis method. In addition, the distribution of the shear cracks and tensile cracks of SBRPC was investigated through the defined parameter.

Materials
The cementitious material used Portland cement of P.O 42.5 MPa and the corresponding properties index are shown in Table 1. The silica fume (SF93) was adopted as active material in this study, its specific surface area is 18,100 m 2 /kg. The chemical components of SF93 silica fume and P.O 42.5 MPa cement are listed in Figure 1. Three types of quartz sand , and 80-120 mesh) were used as aggregate. The quartz powder with 400 mesh was used as fill materials. Table 2 shows the chemical components of quartz sand. HPWR-Q8011 superplasticizer was used to improve concrete workability, for which the water reduction rate was about 25%. The properties of chopped basalt fiber, as a reinforcement material, are presented in the previous study [24]. Type HPB300 rebar (diameter: 8 mm, length 380 mm) was used for concretes, the tensile strength of rebar was 445 MPa, and its yield strength was 335 MPa. The elastic modulus of the rebar was 2.1 × 10 5 MPa. The tap water was used as mixed water.

Preparation of SBRPC
In this paper, the steel bar and RPC were combined to prepare an SBRPC specimen with the size of 400 mm × 100 mm × 100 mm, where its mixture proportion of RPC is given in Table 3. The 400-mesh sandpaper was adopted to polish the steel bar until metallic luster appeared. The ISO 679 mixer was adopted to prepare the RPC mixer. Before pouring RPC, the steel bars were laid up at the bottom of the mold, the number of those placed was one, three, and five, and the molded specimens were marked as SBRPC-1, SBRPC-3, and SBRPC-5. The placement of the steel bars is shown in Figure 2. The specimen after standing for 24 h was cured for 48 h in an environment of 90 °C. The flexural strength of SBRPC was evaluated and its corresponding failure process of specimens was monitored through AE technology.

Preparation of SBRPC
In this paper, the steel bar and RPC were combined to prepare an SBRPC specimen with the size of 400 mm × 100 mm × 100 mm, where its mixture proportion of RPC is given in Table 3. The 400-mesh sandpaper was adopted to polish the steel bar until metallic luster appeared. The ISO 679 mixer was adopted to prepare the RPC mixer. Before pouring RPC, the steel bars were laid up at the bottom of the mold, the number of those placed was one, three, and five, and the molded specimens were marked as SBRPC-1, SBRPC-3, and SBRPC-5. The placement of the steel bars is shown in Figure 2. The specimen after standing for 24 h was cured for 48 h in an environment of 90 • C. The flexural strength of SBRPC was evaluated and its corresponding failure process of specimens was monitored through AE technology.

Flexural Strength Test
In this paper, the flexural strength of SBRPC was tested according to national standard GB/T50081-2002 [25]. The flexural strength experimental method for SBRPC was a threepoint bending test using the universal testing machine. The calculated span (fulcrum distance) of SBRPC is 300 mm. While conducting the flexural test, the flexural failure and damage crack of SBRPC were monitored based on AE technology. The specific test schematic diagram is shown in Figure 3.

Flexural Strength Test
In this paper, the flexural strength of SBRPC was tested according to national standard GB/T50081-2002 [25]. The flexural strength experimental method for SBRPC was a three-point bending test using the universal testing machine. The calculated span (fulcrum distance) of SBRPC is 300 mm. While conducting the flexural test, the flexural failure and damage crack of SBRPC were monitored based on AE technology. The specific test schematic diagram is shown in Figure 3.

AE Test
AE technology could detect the initiation and expansion of SBRPC cracks through a non-destructive method, and at the same time could judge the damage mode of SBRPC. In general, the acoustic properties of SBRPC could be studied by using the direct parameter analysis and indirect calculation analysis. The direct parameters of AE technology include amplitude, rise time, energy, duration, and counts. The descriptions of acoustic emission signals are plotted in Figure 4. Amplitude refers to the maximum amplitude

Flexural Strength Test
In this paper, the flexural strength of SBRPC was tested according to nation ard GB/T50081-2002 [25]. The flexural strength experimental method for SBRP three-point bending test using the universal testing machine. The calculated sp crum distance) of SBRPC is 300 mm. While conducting the flexural test, the flexura and damage crack of SBRPC were monitored based on AE technology. The spe schematic diagram is shown in Figure 3.

AE Test
AE technology could detect the initiation and expansion of SBRPC cracks th non-destructive method, and at the same time could judge the damage mode of In general, the acoustic properties of SBRPC could be studied by using the direc eter analysis and indirect calculation analysis. The direct parameters of AE tec include amplitude, rise time, energy, duration, and counts. The descriptions of emission signals are plotted in

AE Test
AE technology could detect the initiation and expansion of SBRPC cracks through a non-destructive method, and at the same time could judge the damage mode of SBRPC. In general, the acoustic properties of SBRPC could be studied by using the direct parameter analysis and indirect calculation analysis. The direct parameters of AE technology include amplitude, rise time, energy, duration, and counts. The descriptions of acoustic emission signals are plotted in Figure 4. Amplitude refers to the maximum amplitude value of the AE signal. Rise time refers to the time interval from the first time the AE signal amplitude exceeds the threshold to the maximum value. Energy refers to the elastic energy released by an AE event. Duration refers to the time interval between when the event signal first exceeds the threshold and finally falls below the threshold. Count refers to the number of AE amplitudes that exceed the threshold [26,27]. amplitude exceeds the threshold to the maximum value. Energy refers to the ela ergy released by an AE event. Duration refers to the time interval between when t signal first exceeds the threshold and finally falls below the threshold. Count refe number of AE amplitudes that exceed the threshold [26,27]. Commonly used indirect calculation analysis of AE technology is rise angle ( erage frequency (AF) and used to classify failure and its mode [28], their calcula mulas of AF and RA are as follows: There are two types of failure modes of SBRPC, namely, tensile (smaller larger AF) and shear (larger RA and smaller AF) modes.
The fracture development of SBRPC was real-time monitored by the AE acq and analysis system. The SR150M 150 kHz resonant AE sensors were symm arranged at both sides of the loading point, its specific arrangement is shown in F Before the test, AE sensors were tested to make sure they were in good condition breaking test in advance. The threshold of the acquisition system was set to 40 specific AE acquisition parameters are detailed in the existing literature [29].

Flexural Strength
The flexural strength of SBRPC was tested to analyze the influence of steel the bending resistance of SBRPC. Figure   Commonly used indirect calculation analysis of AE technology is rise angle (RA)/average frequency (AF) and used to classify failure and its mode [28], their calculation formulas of AF and RA are as follows: There are two types of failure modes of SBRPC, namely, tensile (smaller RA and larger AF) and shear (larger RA and smaller AF) modes.
The fracture development of SBRPC was real-time monitored by the AE acquisition and analysis system. The SR150M 150 kHz resonant AE sensors were symmetrically arranged at both sides of the loading point, its specific arrangement is shown in Figure 3. Before the test, AE sensors were tested to make sure they were in good condition by leadbreaking test in advance. The threshold of the acquisition system was set to 40 dB. The specific AE acquisition parameters are detailed in the existing literature [29].

Flexural Strength
The flexural strength of SBRPC was tested to analyze the influence of steel bars on the bending resistance of SBRPC. Figure 5 plots the changing trend of the flexural strength of the SBRPC specimen as steel bar number. Figure 5 implies that the flexural strength of SBRPC increases with the increase in the number of steel bars. In the mechanical test, the upper surface of SBRPC was compressed and the lower surface was tensioned. RPC has excellent compressive strength, but its resistance to tensile strength is not as good as its excellent compressive strength. The steel bar shows excellent tensile properties. The cooperation of steel bars and RPC can effectively improve the performance of SBRPC against bending stress. Figure 5 shows that the flexural strength of SBRPC increases with the increase in the number of steel bars. When the number of steel bars is less than three, the flexural strength of SBRPC is smaller than that of SBPPC-3 and SBRPC-5, which indicates that a small number of steel bars could not increase the SBRPC strength, obviously, and an appropriate and excessive amount of steel bars can effectively improve its flexural strength. The failure state of the SBRPC is shown in Figure 6. It can be seen from Figure 6 that when the specimen is damaged, the concrete at the stress point is broken and the steel bar is bent.
l. Sci. 2021, 11, x FOR PEER REVIEW Figure 5. The effect of a steel bar on the flexural strength of SBRPC. Figure 5 implies that the flexural strength of SBRPC increases with number of steel bars. In the mechanical test, the upper surface of SBRP and the lower surface was tensioned. RPC has excellent compressive sistance to tensile strength is not as good as its excellent compressive bar shows excellent tensile properties. The cooperation of steel bars a tively improve the performance of SBRPC against bending stress. Figu flexural strength of SBRPC increases with the increase in the number the number of steel bars is less than three, the flexural strength of SBR that of SBPPC-3 and SBRPC-5, which indicates that a small number of s increase the SBRPC strength, obviously, and an appropriate and excess bars can effectively improve its flexural strength. The failure state of th in Figure 6. It can be seen from Figure 6 that when the specimen is dam at the stress point is broken and the steel bar is bent.   Figure 5 implies that the flexural strength of SBRPC increases with the number of steel bars. In the mechanical test, the upper surface of SBRPC w and the lower surface was tensioned. RPC has excellent compressive stren sistance to tensile strength is not as good as its excellent compressive stre bar shows excellent tensile properties. The cooperation of steel bars and tively improve the performance of SBRPC against bending stress. Figure 5 flexural strength of SBRPC increases with the increase in the number of st the number of steel bars is less than three, the flexural strength of SBRPC that of SBPPC-3 and SBRPC-5, which indicates that a small number of steel increase the SBRPC strength, obviously, and an appropriate and excessive bars can effectively improve its flexural strength. The failure state of the SB in Figure 6. It can be seen from Figure 6 that when the specimen is damage at the stress point is broken and the steel bar is bent.

AE Parameters Direct Analysis
In this paper, two AE sensors were adopted in order to monitor the fa SBRPC. In the following figure, Figure 1 was the signal collected by the se side of the load point, and Figure 2 was the signal collected by the sensor o load level is defined as the load at some point divided by the maximum lo Figure 7 shows the curve of the AE signal that was collected during th SBRPC. The damage process could be delimited as four periods, consid changes in hits and cumulative counts curves. The hits and cumulative co quickly in stage II, which could be attributed to a large number of micropeared in this stage. In stage III, the above-mentioned cracks are

AE Parameters Direct Analysis
In this paper, two AE sensors were adopted in order to monitor the failure process of SBRPC. In the following figure, Figure 1 was the signal collected by the sensor on the left side of the load point, and Figure 2 was the signal collected by the sensor on the right. The load level is defined as the load at some point divided by the maximum load. Figure 7 shows the curve of the AE signal that was collected during the failure of the SBRPC. The damage process could be delimited as four periods, considering the slope changes in hits and cumulative counts curves. The hits and cumulative counts increased quickly in stage II, which could be attributed to a large number of micro-cracks that appeared in this stage. In stage III, the above-mentioned cracks are connected and penetrated, and, finally, the specimen enters stage IV, thereby being destroyed. However, the critical diacritical point in the failure specimen period is different based on visually analyzing the AE parameters collected by the two sensors, which shows that there is a difference in the failure process of the loading symmetrical parts, and the right part beside the loading point has a faster failure process. The combination of steel bars and RPC can effectively improve the SBRPC failure resistance. From Figure 7b-d, the critical diacritical point of SBRPC failure appears under the same loading degree, which is related to the joint action of steel bars and RPC. The damage process of SBRPC can be delimited into three periods, considering the slope changes in hits and cumulative counts curves. Compared with RPC, the duration of stage I of SBRPC is longer, which shows that the steel bars can effectively bear part of the load and inhibit the generation of micro-cracks during the loading process. In addition, compared with SBRPC-3, the hits and cumulative counts of SBRPC-1 and SBRPC-5 undergo a significant abrupt change, which is related to the number of steel bars. The appropriate number of steel bars is more beneficial to the force form of SBRPC.

Hits and Counts
Appl. Sci. 2021, 11, x FOR PEER REVIEW 7 of 15 penetrated, and, finally, the specimen enters stage IV, thereby being destroyed. However, the critical diacritical point in the failure specimen period is different based on visually analyzing the AE parameters collected by the two sensors, which shows that there is a difference in the failure process of the loading symmetrical parts, and the right part beside the loading point has a faster failure process. The combination of steel bars and RPC can effectively improve the SBRPC failure resistance. From Figure 7b-d, the critical diacritical point of SBRPC failure appears under the same loading degree, which is related to the joint action of steel bars and RPC. The damage process of SBRPC can be delimited into three periods, considering the slope changes in hits and cumulative counts curves. Compared with RPC, the duration of stage I of SBRPC is longer, which shows that the steel bars can effectively bear part of the load and inhibit the generation of micro-cracks during the loading process. In addition, compared with SBRPC-3, the hits and cumulative counts of SBRPC-1 and SBRPC-5 undergo a significant abrupt change, which is related to the number of steel bars. The appropriate number of steel bars is more beneficial to the force form of SBRPC. (1)

Amplitude
The distribution of AE amplitude values is summarized in Figure 8, and it is also divided based on the hits and cumulative counts. Figure 8 shows that the amplitude values show an overall increasing trend with the loading degree, which has some links with the damage degree of the specimens. As the failure progresses, more and more microcracks sprout and develop into macro-cracks, releasing high-strength elastic waves, thereby forming high-amplitude value AE signals. Figure 8a presents that most of the amplitude signal appears in stages II and III, and the values are between 40 dB and 60 dB. When the SBRPC specimen enters the failure stage, the AE reaches above 70 dB. Figure 8b shows that the AE amplitude signal in stage I is less, which indicates that few internal micro-cracks occur inside the specimen. The amplitude values could reach 50 dB when entering stage II, and the signal value abruptly increases again around 70 dB, indicating that the SBRPC specimen appears macroscopically damaged. In Figure 8c, the AE amplitude value shows an increasing trend as the load level increases. The maximum signal value achieves 50 dB in stage I, 70 dB in stage II, and 80 dB in stage III. At the final, the signal value would reach up to 90 dB when the specimen breaks. Figure 8d plots that the signal value suddenly increases when entering stages II and III, which shows that a sudden change in the signal value could be adopted, to judge the transition of the specimen failure stage.

Amplitude
The distribution of AE amplitude values is summarized in Figure 8, and it is also divided based on the hits and cumulative counts. Figure 8 shows that the amplitude values show an overall increasing trend with the loading degree, which has some links with the damage degree of the specimens. As the failure progresses, more and more microcracks sprout and develop into macro-cracks, releasing high-strength elastic waves, thereby forming high-amplitude value AE signals. Figure 8a presents that most of the amplitude signal appears in stages II and III, and the values are between 40 dB and 60 dB. When the SBRPC specimen enters the failure stage, the AE reaches above 70 dB. Figure 8b shows that the AE amplitude signal in stage I is less, which indicates that few internal micro-cracks occur inside the specimen. The amplitude values could reach 50 dB when entering stage II, and the signal value abruptly increases again around 70 dB, indicating that the SBRPC specimen appears macroscopically damaged. In Figure 8c, the AE amplitude value shows an increasing trend as the load level increases. The maximum signal value achieves 50 dB in stage I, 70 dB in stage II, and 80 dB in stage III. At the final, the signal value would reach up to 90 dB when the specimen breaks. Figure 8d plots that the signal value suddenly increases when entering stages II and III, which shows that a sudden change in the signal value could be adopted, to judge the transition of the specimen failure stage. Appl. Sci. 2021, 11, x FOR PEER REVIEW 10 of 15 (1) (2) (d)  Figure 9 shows the RA and AF curves during the SBRPC failure. The RA, as well as AF, magnitudes change dynamically, implying the transformation for failure types of SBRPC. During the specimen failure process, the order for cracks initiation in the concrete matrix is considered to start from tensile cracks, and the shear cracks are gradually active as the cracks expand and fiber drawing events occur [30,31]. Figure 8 shows that the specimen in the failure stage would have larger RA values or smaller AF values with respect to the initial ones, indicating that when the SBRPC specimen is damaged, the shear mode is in an important position. In the period of crack development, RA and AF are in a dynamic fluctuation condition, and this indicates tensile cracks and shear cracks coexist at this stage. It can be seen from Figure 9a,b that RPC and SBRPC-1 have a lower initial RA value or a higher initial AF value, so there will be more shear cracks in the process of specimen failure or shear cracks dominate the failure of the specimen. As shown in Figure  9c,d, SBRPC-3 and SBRPC-5 have a larger initial RA or a smaller initial AF. Therefore, compared with RPC and SBRPC-1, there will be more tensile cracks in the process, implying a combined effect of steel bars and RPC could affect the failure mode of the specimen.

AE Indirect Caculaction Analysis
(1)  Figure 9 shows the RA and AF curves during the SBRPC failure. The RA, as well as AF, magnitudes change dynamically, implying the transformation for failure types of SBRPC. During the specimen failure process, the order for cracks initiation in the concrete matrix is considered to start from tensile cracks, and the shear cracks are gradually active as the cracks expand and fiber drawing events occur [30,31]. Figure 8 shows that the specimen in the failure stage would have larger RA values or smaller AF values with respect to the initial ones, indicating that when the SBRPC specimen is damaged, the shear mode is in an important position. In the period of crack development, RA and AF are in a dynamic fluctuation condition, and this indicates tensile cracks and shear cracks coexist at this stage. It can be seen from Figure 9a,b that RPC and SBRPC-1 have a lower initial RA value or a higher initial AF value, so there will be more shear cracks in the process of specimen failure or shear cracks dominate the failure of the specimen. As shown in Figure 9c,d, SBRPC-3 and SBRPC-5 have a larger initial RA or a smaller initial AF. Therefore, compared with RPC and SBRPC-1, there will be more tensile cracks in the process, implying a combined effect of steel bars and RPC could affect the failure mode of the specimen.

AE Indirect Caculaction Analysis
(1) (2) (d)  Figure 9 shows the RA and AF curves during the SBRPC failure. The RA, as well as AF, magnitudes change dynamically, implying the transformation for failure types of SBRPC. During the specimen failure process, the order for cracks initiation in the concrete matrix is considered to start from tensile cracks, and the shear cracks are gradually active as the cracks expand and fiber drawing events occur [30,31]. Figure 8 shows that the specimen in the failure stage would have larger RA values or smaller AF values with respect to the initial ones, indicating that when the SBRPC specimen is damaged, the shear mode is in an important position. In the period of crack development, RA and AF are in a dynamic fluctuation condition, and this indicates tensile cracks and shear cracks coexist at this stage. It can be seen from Figure 9a,b that RPC and SBRPC-1 have a lower initial RA value or a higher initial AF value, so there will be more shear cracks in the process of specimen failure or shear cracks dominate the failure of the specimen. As shown in Figure  9c,d, SBRPC-3 and SBRPC-5 have a larger initial RA or a smaller initial AF. Therefore, compared with RPC and SBRPC-1, there will be more tensile cracks in the process, implying a combined effect of steel bars and RPC could affect the failure mode of the specimen.

AE Indirect Caculaction Analysis
(1) (1) (2) (d) To clearly characterize the transformation of the crack mode of the SBRPC during the fracture process, a parameter RA and AF ratio (RF) is defined in this paper. The calculation formula of RF is as follows: To clearly characterize the transformation of the crack mode of the SBRPC during the fracture process, a parameter RA and AF ratio (RF) is defined in this paper. The calculation formula of RF is as follows: The variation curve of the load level and defined parameter RF is plotted in Figure 10. Figure 10a,b implies that the main crack mode to the specimen during the failure process is shear cracks, accounting for more than 80% of the crack amount. This is related to the RPC failure mode, and the pulling and friction events of the fiber cause the shear mode to be more active. Figure 10c,d indicates that during the concrete matrix failure on its right side of the loading point of SBRPC-3 and SBRPC-5, more tensile cracks occurred compared with RPC and SBRPC-1. This is related to the combination of steel bars and RPC; the RPC near the steel bars undergoes tensile failure along with the tensile strain of the steel bars. RA AF (4) The variation curve of the load level and defined parameter RF is plotted in Figure  10. Figure 10a,b implies that the main crack mode to the specimen during the failure process is shear cracks, accounting for more than 80% of the crack amount. This is related to the RPC failure mode, and the pulling and friction events of the fiber cause the shear mode to be more active. Figure 10c,d indicates that during the concrete matrix failure on its right side of the loading point of SBRPC-3 and SBRPC-5, more tensile cracks occurred compared with RPC and SBRPC-1. This is related to the combination of steel bars and RPC; the RPC near the steel bars undergoes tensile failure along with the tensile strain of the steel bars. (1) (2) (1) (2) (d)

Conclusions
In this paper, the steel bar was adopted to prepare SBRPC, and the effect of the number of steel bars on the flexural strength of SBRPC was assessed. Simultaneously, the failure of the SBRPC specimen was real-time monitored by AE technology during its threepoint bending test. The AE parameters direct and indirect analysis methods were adopted to investigate the fracture process and failure mode for SBRPC.
(1) The flexural strength of SBRPC improves as the steel bar number increases. The flexural strength of SBRPC-5 is 37.32 MPa, which is 33.2% higher than that of RPC. The cooperation of steel bars and RPC can effectively improve the performance of RPC against bending stress; (2) The AE parameters can be used to describe the failure procedures of SBRPC. The failure stage of SBRPC could be delimited accurately, considering hits and cumulative counts; (3) AE amplitude will suddenly change at the critical diacritical point in the failure period, which indicates that AE amplitude could be applied for an early warning of damage; (4) The addition of steel bars would affect the distributions for shear and tensile cracks in SBRPC. In addition, the damage mode of the structure could be judged through RA, AF and RF, which provide a reference for practical engineering applications; (5) The acoustic damage characteristics of a fully reinforced RPC beam will be investi-

Conclusions
In this paper, the steel bar was adopted to prepare SBRPC, and the effect of the number of steel bars on the flexural strength of SBRPC was assessed. Simultaneously, the failure of the SBRPC specimen was real-time monitored by AE technology during its three-point bending test. The AE parameters direct and indirect analysis methods were adopted to investigate the fracture process and failure mode for SBRPC.
(1) The flexural strength of SBRPC improves as the steel bar number increases. The flexural strength of SBRPC-5 is 37.32 MPa, which is 33.2% higher than that of RPC. The cooperation of steel bars and RPC can effectively improve the performance of RPC against bending stress; (2) The AE parameters can be used to describe the failure procedures of SBRPC. The failure stage of SBRPC could be delimited accurately, considering hits and cumulative counts; (3) AE amplitude will suddenly change at the critical diacritical point in the failure period, which indicates that AE amplitude could be applied for an early warning of damage; (4) The addition of steel bars would affect the distributions for shear and tensile cracks in SBRPC. In addition, the damage mode of the structure could be judged through RA, AF and RF, which provide a reference for practical engineering applications;