Using Steel Fiber-Reinforced Concrete Precast Panels for Strengthening in Shear of Beams: An Experimental and Analytical Investigation

Innovative Construction Materials Research Unit, Department of Civil Engineering, Faculty of Engineering, Chulalongkorn University, 254 Phayathai Road, Pathumwan, Bangkok 10330, (ailand Department of Civil Engineering, Industrial University of Ho Chi Minh City, 12 Nguyen Van Bao, Ward 4, Go Vap District, Ho Chi Minh City 700000, Vietnam Department of Civil Engineering, Faculty of Engineering, Chulalongkorn University, 254 Phayathai Road, Pathumwan, Bangkok 10330, (ailand Department of Civil and Environmental Engineering, Tokyo Institute of Technology, 2-12-1-M1-21 Ookayama, Meguro-ku, Tokyo 152-8552, Japan


Introduction
Deterioration of reinforced concrete (RC) structures is increasing nowadays due to the degradation of structural materials, the increase in design load, and the damage arising from disasters such as earthquake and fire. One common strengthening technique for RC members is the use of fiberreinforced polymer (FRP) composites, which aims to resist the tensile forces in the needed regions. Many researchers have investigated the performance of concrete beams strengthened by FRP composites under flexure, shear, and fatigue conditions [1][2][3][4][5][6][7][8][9][10][11][12][13].
eir studies indicated the effectiveness of the beams strengthened by FRP composites in terms of the capacity enhancement, ductility, and corrosion prevention improvement. It was also shown in the past studies that the strengthening FRP system could restore the members' strength. Nevertheless, the FRP strengthening system can be debonded before reaching their rupture strength, which can cause brittle behavior [14][15][16][17][18], showing the under capability of the FRP composites.
On the contrary, strengthening by fiber-reinforced concrete (FRC) is one technique of interest since the addition of short discrete fibers to concrete could improve tensile strength, toughness, and ductility as discussed in the researches [19][20][21][22][23][24]. e findings in those studies showed the significant improvement in mechanical properties of concrete containing steel fibers. Recently, as presented in the studies [25,26], the uses of fiber-reinforced concrete and fiber-reinforced cement composites as strengthening and repairing materials could exhibit the enhancement in the load-displacement performances due to the effectiveness of steel fibers. Additionally, Martinola et al. [27] and Kobayashi and Rokugo [28] used high-performance fiber-reinforced concrete (HPFRC) to strengthen RC beams by jacketing and patching, respectively. e results showed that the proposed technique provided the structural improvement both at ultimate and serviceability limit states. In addition, due to the impressive properties, the steel-reinforced strainhardening cementitious composites (SHCCs) were utilized for the strengthening of RC beams as reported by Hussein et al. [29]. is work confirmed that the strengthening by using SHCCs can enhance ductility of RC beams. Besides, the intervention technique utilizing the combination of high-performance fiber-reinforced cement-based composite (HPFRCC) and carbon fiber-reinforced polymer (CFRP) was discussed by Ferrari et al. [30]. It is found that a better transition layer for CFRP sheets is achieved when HPFRCC is used. However, these studies focused mainly on the flexural behavior of the retrofitted members. ere are some publications relating to the shear strengthening of RC beams using fiber-reinforced concrete [31][32][33][34][35][36][37]. Wirojjanapirom et al. [31] introduced the use of ultra high strength fiberreinforced concrete permanent formwork for enhancing the shear capacity of RC beams. Ruano et al. [32] used the castin-place FRC jacketing with different fiber dosages to improve shear capacity of the RC beams. Other materials such as textile-reinforced mortar (TRMs) [33,34], cement-based fiber composite material [35,36], and self-compacting concrete jacketing [37] were also studied to extend the understanding on the shear performances of the members strengthened by FRC composites. However, on the basis of a careful literature search, the research on shear strengthening using steel fiber-reinforced concrete (SFRC) is relatively limited not only in the experimental field but also in the analytical field, especially the use of SFRC precast panels for retrofitting the current structures has not shown in the past studies.
In this study, the new shear strengthening method for the RC beams is introduced. e steel fiber-reinforced concrete (SFRC) panels were attached to the shear zones through adhesive and bolts. ese SFRC panels are precast members which can be prepared in advance and easily installed at site. In order to verify the effectiveness of this intervention technique, the experimental tests, finite element analysis, and analytical model of the RC beams strengthened by using SFRC panels are carried out as follows: (1) the structural responses of RC beams after strengthening is investigated to show the strengthening efficiency of the SFRC panels. (2) e applicability of the current shear resisting model proposed by JSCE 2006 [38] for calculating the shear contribution of SFRC strengthening system is also presented. In addition, (3) the experimental and analytical results are compared to validate the finite element (FE) tool in simulating the beams strengthened by using SFRC panels. en, (4) the parametric study is extended by means of FE analysis to include optimum parameters for investigating the performances of the RC beams strengthened in shear by SFRC precast panels under various influences which are necessary for the practical use. Moreover, (5) based on the obtained numerical and experimental analyses, a simple model for predicting the shear resisting force of the retrofitted SFRC panels connected to the beams' sides using adhesive resin and bolts is proposed with considerable accuracy.

Investigation Factors.
e experimental program consisted of nine rectangular RC beams. e parameters investigated were (1) steel fiber volume fraction, (2) connection types, (3) number of bolts, and (4) diameter of bolt. Table 1 summarizes the experimental cases. ere was one control beam without strengthening. Eight beams were strengthened using four panels on each side of the beams at shear span. e steel fiber volume fractions of the strengthening panels were 0, 1.0, and 1.5%. e connection types between RC beams and panels were epoxy and bolts with epoxy. e number of bolts used per panel varied with the amount of 4, 6, and 8 bolts. e diameters of the bolts were 10 mm and 12 mm.

Beam Specimens.
All specimens had the same crosssectional dimensions, longitudinal reinforcement ratio, and stirrup ratio. Figure 1 presents the dimensions and reinforcement of the RC beams. e beams were 150 mm wide, 300 mm height, and 1800 mm long. Shear span (a) was 700 mm, and the effective depth (d) was 250 mm. Two 25 mm diameter deformed bars were used as the main longitudinal reinforcement, and two 6 mm diameter round bars were used as the compressive reinforcement. e shear reinforcements were also 6 mm diameter round bars. All beams were designed to fail in shear. e stirrup spacing in the tested span (i.e. the left shear span in Figure 1) was 350 mm corresponding to the stirrups ratio of 0.12%. In order to control the side of failure, more stirrups were provided in the right shear span with the spacing of transverse steel of 100 mm and the stirrups amount of 0.38%, as illustrated in Figure 1.
e SFRC panels were used as external shear reinforcements. e panel dimensions were 300 × 700 × 10 mm 3 . Four SFRC panels were attached to shear span of the RC beams by using epoxy adhesive (i.e. two panels per side as shown in Figure 2). Figure 3 presents the details of strengthening panels.
e bolt arrangements differed depending on the number of bolts per panel. was mixed with hooked-end steel fibers. e water to binder ratio was 0.175 by weight, as suggested in the product guidelines. Table 3 lists the properties of steel fibers, and the fiber volume fractions were 0%, 1.0%, and 1.5%. In addition, the mechanical properties were ranging 56.8-69.7 MPa and 3.77-5.34 MPa for compressive and tensile strengths, respectively. e panels were bonded on the beams using a twocomponent epoxy adhesive (Sikadur-30) with a tensile strength of 29 MPa, shear strength of 18 MPa, and elastic modulus in tension of 11.2 GPa, as given by the manufacturer. In addition, 10 mm and 12 mm diameter chemical bolts (anchoring rod: HIT-V5.8 and injection mortar: HIT-HY 200-R) were used in this study.

Specimen Preparation.
After casting, the RC beams were sprayed by water daily and covered by wet cloth and plastic sheet for 28 days. Strengthening panels were cast of 10 mm thickness, and the locations of bolts on panels were fixed by providing holes on panels in the casting step. e panels were demolded after 24 hours and were cured in water for 7 days. Before strengthening, concrete and panel surfaces were roughened by using a concrete grinder and cleaned by using a air blower to remove dust. en, the epoxy adhesive was applied on the concrete and panel surfaces. Next, the precast panels were attached to the side of the beams. For the  Advances in Civil Engineering specimens with bolt connections, after attaching the panels, RC beams were drilled to make holes. After cleaning the holes, adhesive was injected and anchoring rods were finally installed.

Testing and
Instrumentation. All beams were tested as simply supported beams under two symmetrical point loads as shown in Figure 2. In order to reflect the actual behavior of the existing structures, the load was applied on loading plates placed on the RC part. It is because in real structures, the RC beams have already carried the load before strengthening. en, the strengthening panels have been used to improve the load capacity of the existing structures. erefore, the load was applied on only the existing RC part to investigate the improvement in the load capacity after strengthening. e strain of longitudinal rebar at midspan and strain of stirrup at the middle height were measured using strain gauges. Locations of steel strain gauges are illustrated in Figure 1. Midspan deflection of the RC beams was measured using linear variable displacement transducers (LVDTs) as shown in Figure 2. Additionally, the deflection of the panels was also measured using LVDTs. Herein, two LVDTs were set under specimens to measure the vertical displacements of the RC beam and panel at the middle of the shear span (section A-A) as presented in Figure 2. Furthermore, the displacement control was used with rate of 0.005 mm/s up to the failure of the beams.

Load-Deflection and Load-Reinforcement Strain
Relationships. Load-displacement responses of eight RC beams strengthened with SFRC panels were compared to that of the control beam without strengthening, and the load-deflection curves, referring to the total applied load and the midbeam deflection, are presented in Figures 4 and 5. At the beginning, before flexural cracking occurs, the initial load-deflection response linearly increased with applied   load. en the stiffness of beams slightly decreased by initiation of flexural cracks at the load level of 30 kN approximately. Diagonal crack was then first observed at the shear span resulting in the abrupt stiffness reduction of the control beam, 80 kN approximately, since the concrete property is the same in all specimens. It is obviously observed in Figures 4 and 5 that abrupt stiffness reduction was not evident in the strengthened beams because the strengthening system maintained the shear resisting mechanism in those beams. erefore, the load still increased with lower stiffness until reaching the peak load. Stirrups in all beams were yielded at this stage as shown in Figure 6. After that, the load suddenly dropped and shear failure occurred in all beams. As presented in Figures 4 and 5, all strengthened RC beams resisted higher load capacity than those of the control beam. e aforementioned observations imply that the shear performances of the beams strengthened in shear with SFRC panels are improved in the load capacity. Moreover, as observed in Figures 4 and 5, the area under the load-deflection curves of the strengthened specimens is significantly greater than the area under the load-displacement curve of the reference beam, indicating the improvement in the ductility of the beams with the SFRC precast systems.

Crack Pattern and Failure
Mode. It is obvious from the test that a diagonal crack was clearly visible in the control beam. e diagonal crack was first observed at the middle height of the beam and then propagated to the support and loading point. e control beam failed when the concrete compression zone was crushed so that diagonal tension failure occurred.
To assess the cracking mechanism of the beams strengthened in shear with SFRC panels, Table 4 presents cracking failure formed in the panels at ultimate load of the tested specimens. Additionally, the comparison in the cracking patterns between the test and the simulation is also shown. e simulated cracking is further discussed in the numerical analysis in the following Chapter. As observed from Table 4, in which the epoxy connection (specimen 1.5F-Epoxy) was used for strengthening the beams, no cracks were observed on the SFRC panels from both the test and simulation. However, at the ultimate load, one SFRC panel attached in the specimen 1.5F-Epoxy fell off without warning due to the lack of bonding and a diagonal crack was found on the concrete surface of the original RC beam. In this case, shear failure of the strengthened beam leads the debonding of the SFRC panel.
In addition, the stiffness of the specimen 1.5F-Epoxy was less than that of other specimens as seen from its lower slope of the load-deflection curve in Figure 5. Moreover, since no cracks were observed on the SFRC panels, the bridging effect from fibers has not been utilized. e strength of 1.5F-Epoxy is high because the shear resisting force was carried by the RC beams. To improve the Control beam 1.5F-Epoxy 1.5F-4D12 1.5F-6D12 1.5F-8D12 1.5F-6D10 1.5F-8D10 Control beam 1.5F-Epoxy 0F-8D12 1F-8D12 1.5F-8D12 1.5F-4D12 1.5F-6D12 1.5F-6D10 1.5F-8D10 Yielding strain Advances in Civil Engineering strengthening performance, the additional device should be provided. On the contrary, the debonding of the panels was not observed in the specimens with SFRC panels attached by using epoxy and bolt connections. In those beams, all panels remained in the beam sides until the test was completed since the bolts together with epoxy adhesive is responsible to hold the panels. Moreover, the local debonding between the bolts or at the free ends was not observed.
A number of cracks were observed in the mortar panels (specimen 0F-8D12) as shown in Table 4. is may mainly be due to the lower tensile strength of the mortar without fibers compared to the other specimens. Nonetheless, the number of cracks on the strengthened panels with fibers significantly decreased in the comparison with that of the panels with no fibers. Only a few cracks were exhibited in the SFRC panels because the steel fibers make the bridge between the components in the mortar matrix, reducing the internal strain development and cracks. However, also discussed from the studies of Wu et al. [39] and Li et al. [40], the shape of the fibers may affect the crack formation and load capacity of SFRC. Nevertheless, the previous studies [39,40] clearly reported that the hooked-end shape provided the highest tensile performance comparing with other fiber shapes. When epoxy and bolts were used as connectors, the cracks initially formed near the bolts and normally connected two bolts before penetrating the loading point. is indicates that the location of the bolt in the strengthening system strongly affected the diagonal crack pattern. Furthermore, together with the adhesive, since the bolts were inserted connecting the SFRC panels to the shear span of the beams, the shear transfer mechanism between SFRC and concrete is reasonably activated, utilizing heavily the effectiveness of the strengthening system. Table 5 reveals the compressive strength of concrete and SFRC, ultimate load capacity (P exp ), shear capacity from the experiment (V exp ), and shear enhancement ratio, which are derived from the test results. e shear enhancement ratio was calculated as V exp divided by the shear capacity of the control beam.

Shear Strengthening Performance of SFRC Precast Panels under Various Factors.
e experimental results show that the shear capacity of the strengthened SFRC beams increased ranging 1.85-2.05 times compared to that of the control beam, implying the strengthening system contributes significantly in the shear carrying capacity. e increase in shear carrying capacity of the strengthened RC beams is due to two reasons as follows: (1) the panels themselves can considerably contribute in shear capacity and (2) the strengthening panels effectively prevents and delays the opening of shear cracks. As seen in Figure 6, at load � 108.4 kN where the peak load of the control beam occurred, the stirrup strains in all strengthened beams were less than that of the control beam. is can confirm that the precast panels can restrain the opening of crack. Hence, the shear resisting mechanism in the strengthened system is drastically triggered, resulting in the enhancement of shear contribution. e effects of various factors, such as steel fiber volume fraction, connection types, number and size of bolts, on the shear effectiveness of the beams retrofitted in shear with SFRC panels are discussed in the following sections.

Effect of Steel Fiber Volume Fraction.
Comparison of the shear capacity of four beams with different steel fiber volume fractions is exhibited in Figure 7. Generally, the results show that the shear capacity of RC beams was improved as the strengthening panels were attached and the contents of fiber in panels increased. Actually, the effect of steel fiber volume fraction on shear capacity is not clear by comparing the specimens with SFRC panels having 0% and with 1% of fibers. is means that 1% of steel fibers filled in strengthened panels is not an effective proportion for the use in strengthening the RC beams. However, the shear capacity of the strengthened beams increased as the steel fiber content increased to 1.5%. In fact, the shear carrying capacity of 1.5F-8D12 was 8% and 11% greater than the shear capacities of 0F-8D12 and 1F-8D12, respectively. It is noted that the slight enhancement in the shear capacity can be due to the low thickness of the panels. Moreover, as presented in Figure 4, the increase in steel fiber volume fraction increased the stiffness of the beams since Young's modulus of the steel fiber is great.
Compatibility between the RC beam and panels is also analyzed. Figure 8 presents the relationship between load and vertical displacement of RC beam and panel measured at section A-A and displayed in Figure 2. With regard to the compatibility, vertical displacement between the RC beam and the panel differed from the early stages when mortar panels were used as shown in Figure 8(a). However, with the increase in steel fiber volume fraction, the vertical displacements of the beam and panel became closer as presented in Figures 8(b) and 8(c). is may come from the reduction of a number of cracks in the panels of which steel fibers were added leading to the decrease in the slip between the panels and concrete. Briefly, the increase in steel fiber volume fraction improved shear capacity and stiffness and also decreased relative displacement between panels and beams. e volume fraction of 1.5% of steel fibers is recommended for the practical use to achieve the great shear strength and stiffness.

Effects of Connection Types and Number and Diameter of Bolts.
e effect of connection types is presented in Figure 9. In general, the shear capacity of 1.5F-Epoxy is comparable with the beams with epoxy and bolt connections. However, the failure mode of the specimen with epoxy connection is unsafe because 1.5F-Epoxy exhibited suddenly leaving of the SFRC panel to the beam at the peak load. In the specimens installed epoxy-bolt connection, the stiffness (as shown in Figure 5) is significantly improved and the compatibility between the RC part and panel (by comparing Figure 10(a) with Figure 8(c)) is also effective. From the above discussions, it can be pointed out that bolts help shear force to get transfer to the panels and also prevent the debonding of the panels.
Besides, the number of bolts per panel affects the shear capacity of the strengthened beams. e shear enhancement ratio decreased from 2.05 to 1.87 for 12 mm bolts and from 2.01 to 1.87 for 10 mm bolts as the number of bolts decreased from 8 to 6 bolts per panel. However, the different tendency was found when the number of bolts was reduced to 4 bolts per panel and the bolt arrangement was changed to the diagonal pattern (Figure 3(b)). e shear enhancement ratio of 1.5F-4D12 was larger than those for Advances in Civil Engineering 1.5F-6D12.
is implies that the bolt pattern strongly affects the shear capacity of strengthened beams since the bolt arrangement decides the crack propagation in the strengthened beams. e relative vertical displacement between RC beams and panel at the peak load of specimens with epoxy combined with the bolt connection was between 0.21-0.33 mm as presented in Figures 8 and 10. On the contrary, the diameter of the bolts did not much affect the shear strength of the retrofitted beams because the bolts did not fracture. Indeed, the shear capacities of 1.5F-6D10 and 1.5F-8D10 was close to those of 1.5F-6D12 and 1.5F-8D12, respectively. Considering the compatibility, the vertical     Advances in Civil Engineering displacements of the SFRC panel and RC beams were closer in the specimens where a smaller bolt diameter was used as observed in the beams 1.5F-6D10 (Figure 10(d)) and 1.5F-8D10 (Figure 10(e)). erefore, the bolts with a diameter of 10 mm should be employed in the beams strengthened in shear with SFRC panels through bonding by using adhesive and connecting by using steel bolts.

Evaluation of Current Shear Prediction Model for Beams
Strengthened by Using SFRC Panels. To calculate the shear contribution of SFRC panels (V SFRC ), the following equations proposed by JSCE [38] are used in this study: where V rpc (kN) is the shear carried by the matrix of SFRC panels, V f (kN) is the shear carried by the fibers in the SFRC material, f c,SFRC ′ (MPa) is the compressive strength of SFRC, b w (mm) is the web thickness of SFRC, d (mm) is the effective depth (in this study, d equals to the height of the beam since the height of beams was fully covered by panels), 1.5F-8D10 1.5F-6D10 1.5F-8D18 1.5F-6D12 1.5F-4D12 1.5F-Epoxy Control beam Based on the equations above, the calculation of shear contribution of SFRC panels in the seven beams excluding the control beam and the beam 1.5F-Epoxy is carried out. Figure 11 presents the comparison in the shear contribution of SFRC panels between experiment and calculation. As calculated from Figure 11, the mean of the ratio of the calculated shear contribution to the experimental shear resistance of SFRC panels is 0.85 and the coefficient of variation of the mean is 32.7%, showing the acceptable agreement of the shear model of SFRC panels derived by JSCE [38]. Generally, the results computed by the existing model underestimated the actual values except the specimens 1.5F-6D12 and 1.5F-6D10. e reason of the underestimation may be because the influences of connecting system (adhesive and bolts) were not considered in the calculation of the shear contribution of SFRC panels. In addition, substituting the value of f v by the tensile strength in this calculation also causes to the not good estimation. Even though the JSCE equations [38] are originally applicable for 2% of steel fiber volume, Figure 11 indicates that the amount of 1.5% of steel fiber fraction resulted in the good comparison between experiment and computation since the shear contribution of fibers with high percentage of fiber improves reaching their tensile strength. Due to the sporadic separation of the connecting bolts, changing the crack propagation, and the low fiber content, the specimens 0F-8D12 and 1F-8D12 exhibit the bigger diagonal crack angles, leading to the significant underestimation of the calculation. Besides, the specimens with six connecting bolts results in the easier of cracking mechanism through the bigger spacing of bolts, leading to the small diagonal crack angles. erefore, the calculated shear contributions of the SFRC panels in these beams are higher than those of the experimental values.
In conclusion, since the JSCE equations [38] were not originally proposed for shear contribution of SFRCstrengthened panels which were linked to the beams' sides by using epoxy and bolts, some influence parameters affecting the shear resisting mechanisms of strengthened RC beams were not included. Hence, the model improvement for calculating the shear resisting force of the retrofitted SFRC component considering multifarious effects, such as thickness of panels, concrete compressive strength, bonding adhesive presence, number of connecting bolts, diameter of connecting bolts, and bolt arrangement, will be further discussed in the next section.

Analytical Cases Proposed for considering Various Factors.
Finite element (FE) modeling of strengthened RC beams was carried out using the available commercial software package ABAQUS. e tested beams were simulated first to validate the effectiveness of the FE tool. en, FE analysis was performed to investigate the response of the strengthened beams under various effects as a parametric study. Table 6 lists the details of the beams for the parametric study. e effects of panel thickness (series I), compressive strength of SFRC (series II), number of bolts, and bolt pattern (series III) were also considered in the numerical study. e geometry and bolt arrangement of specimens in series I and II are the same as those of 1.5F-8D12. e bolt patterns of the specimens in series III are illustrated in Figure 12.

Element Models.
A three-dimensional (3D) FE model was developed. Due to the symmetry of the beams, half of the specimens was modeled as shown in Figure 13(a). Concrete and SFRC elements were modeled using an 8-node brick element with reduced integration (C3D8R) and a 2-node truss element (T3D2) was used for steel reinforcement and stirrups. Longitudinal steel bars were embedded in the concrete element at the specified location without considering the bond-slip between the two elements. Bolts were modeled using an 8-node brick element with reduced integration (C3D8R). Cohesive surfaces defined through the contact area were used to model the bond behavior between the concrete and SFRC panels.
A mesh convergence study was carried out to examine the optimal mesh size. e results show that further decrease in the mesh size has little effect on the numerical results. Consequently, the mesh sizes of the concrete and panels were 20 mm in general and 5 mm for the region near the bolts as presented in Figure 14. Figure 13(b) shows the loading and boundary condition of the model. A symmetric boundary condition was applied at the plane representing the continuity of the beam. is includes the restrictions of translation along the longitudinal direction (x-axis) and rotation about the out of plane direction (z-axis). Roller support and loading plates were also modeled. In addition, the FE analysis was carried out with the displacement control method.

Material Models.
In order to model the behavior of concrete, concrete damage plasticity (CDP) was used. e stress-strain curve of concrete in compression was simulated by the model proposed by Hognestad [41]. e tensile behavior was modeled using a linear elastic branch until the tensile strength was reached. After crack initiation, the f c ′ is the compressive strength, f t is the tensile strength, ρ s is the fiber volume fraction, and P FEM and V FEM are the maximum load and shear capacity obtained from FE analysis, respectively. e shear enhancement ratio is calculated from V FEM /V exp of the control beam. Advances in Civil Engineering 11 fracture energy cracking model was adopted. e fracture energy of plain concrete was calculated from the test results following JCI standard [42] and was equal to 1.79 N/mm. For the strengthening panels, concrete damage plasticity was also used to simulate the behavior of steel fiberreinforced concrete. e behavior of SFRC in compression was expressed by the model proposed by Lee et al. [43] as presented in Figure 15(a). e tensile properties of SFRC consisted of the linear elastic behavior until tensile strength was reached and linear softening behavior after crack initiation. e postfailure behavior for direct straining across cracks (Figure 15(b)) was specified by applying a fracture energy cracking criterion, which was calculated from the equations proposed by Kovar and Foglar [44]. en, fracture energy values are 4.05 N/mm, 7.30 N/mm, and 8.82 N/mm for steel fiber volume fractions by 0%, 1.0%, and 1.5%, respectively. e longitudinal and shear reinforcements were modeled by a bilinear elastic-perfectly plastic model. e stressstrain behavior of bolts is that of linear elastic material until yielding, followed by plastic behavior. In addition, the modulus of elasticity and yield stress for bolts were taken as 200 GPa and 520 MPa, respectively. On the contrary, as mentioned in the section of element models, a cohesive surface model was used as shown in Figure 16 to define the potential surfaces of separation by traction-separation constitutive model with the values of the bond stress and slip. For the contact between concrete and SFRC, the stiffness coefficient was 4600 N/mm 3 and separation at failure was 0.4 mm. e stiffness coefficient of interface between bolts and concrete/SFRC was 4000 N/mm 3 and separation at failure was 0.06 mm. Figure 17 presents an experimental and numerical comparison of the load versus midspan deflection curves of all specimens. As seen from Figure 17, the initial stiffness predicted by FE analysis agreed well with the experimental results in most cases. After the initiation of crack in the specimens, the stiffness of the FE results is slightly higher than that of the experimental results due to the introduction of perfect bond of tension reinforcement to concrete, reducing the displacement in the analyzed beams. In addition, the fact of not considering of concrete shrinkage in the simulation, which results in the less cracking in the beams, may be a reason of the overestimated stiffness. However, the FE modeling can predict well the ultimate load capacity because the beams failed in shear in which the simulation reflected well the actual behaviors. As seen from Table 5, the maximum deviation of analytical shear capacity compared with experimental shear capacity was 6%. e maximum principal strain at the peak load of the panels obtained from FE analysis is plotted in Table 4 to represent concrete cracking location. It is noted that positive values of strain in Table 4 represent tensile strain and negative values represent compressive strain. Although, it is unable to capture the debonding failure of the specimen due to the limitation of the simulation, as seen in Table 4, the strain contour of 1.5F-Epoxy differs from the strain contour of other specimens because of the debonding of the SFRC panels, which was observed from the test. In other strengthened specimens, it is observed that the diagonal cracks normally pass through the bolts, and clearly this behavior was also observed in this experiment. It is obvious that the failure zone of SFRC panels can be captured from FE analysis. It can be said that the FE modeling is an effective tool in predicting the shear capacity, the cracking patterns, and the failure mode of the RC beams strengthened in shear by using SFRC panels.

Effects of Factors through Parametric Study.
e numerical analysis was extended to investigate the effects of panel thickness, the compressive strength of SFRC, the number of bolts, and bolt arrangement on the performances of the strengthened beams. e shear capacity of all analytical beams is listed in Table 5, and the effects of the factors are presented in Figure 18. e results indicate that there was insignificant improvement of shear capacity when the thickness of panels increased from 10 mm to 15 mm and 20 mm (Figure 18(a)). In addition, the shear capacity of the strengthened beams was almost the same as the compressive strength of the SFRC panels exceeding 70 MPa as shown in Figure 18(b). is is because the failure mode may be shifted to the debonding of the panels or the concrete crushing in the compression zone of the beams in the cases of the thicker and higher strength panels. Figure 18(c) plots the load-deflection curves of the beams with different numbers of bolt per panel. Note that only the specimens with a symmetrical bolt arrangement (B5, 1.5F-6D12, 1.5F-8D12, and B6) are compared in this figure. e results reveal that in the case of the symmetrical bolts pattern, the shear capacity increased as the number of bolts increased from 4 to 8 bolts. is may be because the shear transfer force is reasonably activated in the bolt group. However, the shear capacity decreased as the number of bolts of 10 bolts per panel because providing many bolts per panel reduced the area of the SFRC panels and bolt spacing, which leads the weakness in the shear resisting mechanism. In addition, a crack can easily connect the bolts as the bolt spacing decreased as observed from the strain contour of the specimen with 10 bolts in Figure 19(d). In the case of the smaller number of bolts (4 bolts), since the diagonal arrangement of the connecting bolts may resist the inclined shear crack propagation, the diagonal bolt arrangement (1.5-4D12) exhibited considerably higher shear capacity than that with the symmetrical pattern (B5) as illustrated in Figure 18(d). is finding implies that the bolt arrangement in the SFRC-strengthened beams with the bolt amount less than 4 bolts should be located by using the diagonal pattern.

Development of Shear Resisting Model for SFRC Panels
Connecting by Using Adhesive and Bolts. In the previous 12 Advances in Civil Engineering   section, the analysis indicated that the current shear resisting model underestimated the actual values since the connecting bolts are not considered in the calculation. Also, the JSCE equations [38] did not cover in case that the steel fiber volume fractions are less than 2%. In addition, the average tensile strength (f v ) used in the computation by the JSCE formula may not well estimate the actual average tensile strength. In fact, none has ever studied on the formulation of average tensile strength at diagonal crack of SFRC panels taking into account the influences of the connecting bolts, adhesive, and fiber amount. On the contrary, the reliability of the FE simulation has been shown in the sections above. is section, therefore, presents a development of the current model in the shear contribution prediction of SFRC panels connected to the beams' sides by using adhesive and bolts. e shear resisting forces of SFRC panels obtained from the experiment and FE analysis are adopted to propose the new model. Indeed, based on the equations (1), (2), and (3), the average tensile strength perpendicular to the diagonal crack of SFRC (f v ) is calculated and shown in Table 7. It is obvious from Table 7 that the regressing equation for f v considering all effects, such as stiffness of bolt group and steel fibers, and SFRC compressive strength can be simply built as a threedimensional linear relationship with R 2 of 0.713 as follows: where together with the known notations, n is the number of bolts in a group, A b (mm 2 ) is the area of bolts, E b (GPa) is Young's modulus of steel bolts, A panel (mm 2 ) is the area of the panel, E s (GPa) is Young's modulus of steel fibers, and ρ s (%) is the volume fraction of fibers. By substituting equation (4) into the equations (1)-(3), the shear contribution of SFRC panels is recalculated and against the experimental values. e comparison between the calculation and the investigated values by test and simulation in terms of the shear resisting force of SFRC panels is expressed in Figure 20.
e computed results express the good agreement in the prediction of the shear contribution of SFRC panels by employing the proposed equation (equation (4)) for estimating the average tensile strength perpendicular to the diagonal crack (f v ). In fact, the mean value with 1.06 and the coefficient of variation (COV) with 26.7% of the mean of the ratio of the calculated values to the investigated values are exhibited. Of course, obtained results show the better estimation in comparison with the computation achieved from the original model. In addition, the proposed model for predicting the average tensile strength also considers various influences, which much affects the shear resisting mechanism of the SFRC panels in the strengthened beams. In fact, the effects of parameters in equation (4) on the trend of f v can be well explained complying with the actual behaviors of SFRC. erefore, the model of JSCE [38] incorporating the proposed equation for f v could be employed to compute simply the shear contribution of the strengthened SFRC panels inserted to the beams by using bolts and adhesive. Furthermore, the further investigation based on the numerical and experimental study is needed to propose more accurate shear models of the beams strengthened in shear with SFRC panels attached with both bolts and epoxy bonding.

Conclusions
is study indicated the importance of the SFRC panels in the shear strengthening effectiveness for the existing RC beams. Based on the experimental and numerical investigations, the following conclusions could be drawn: (1) Shear capacity of RC beams significantly increased as the RC beams were strengthened using SFRC panels. (2) e effect of the steel fibers was pronounced when the volume fraction of fiber was 1.5%. e resistance +0.03 +0.00 to cracks in the panels increased due to the addition of steel fibers. e shear capacity of the specimens with epoxy combined with bolts connection was slightly higher than that with the specimens with only epoxy connection. However, sudden debonding of the SFRC panel was observed at the ultimate load in the case of the specimen with epoxy connection. It is noted that since only one strengthened specimen with the epoxy connection has been tested in this study, further investigation shall be carried out to confirm the behavior of using only epoxy as connection. However, using epoxy combined with bolts connection can prevent debonding and improve stiffness of strengthened beams under service load.
(3) e load-displacement relationships obtained from FE analysis were in close agreement with the experimental results in terms of the ultimate load, crack patterns, and failure mode. is indicates that the presented numerical modeling procedure can be used for predicting the behavior of RC beams strengthened in shear with SFRC precast panels. (4) e experimental and numerical results showed that the shear capacity increased with the increase in number of bolts up to 8 bolts per panel and compressive strength of SFRC up to 70 MPa. Bolt patterns (also called bolt arrangement) strongly affected the shear behavior of the beams. e diameter of the bolts and panel thickness insignificantly influenced the shear effectiveness of the SFRC strengthened beams. (5) e shear resisting model of JSCE [38] incorporating the proposed equation (equation (4)) of average tensile strength perpendicular to the diagonal crack (f v ) in this study could predict well the shear resistance of the strengthened SFRC panels installed to the beams by using bolts and epoxy resin under various influences. (6) For the proposed strengthening method, it is suggested to prepare the panels' holes during casting process. In addition, the drilling of the holes for the bolts on existing RC beams shall be carefully done to avoid the microcraking on the substrate and the possible damage of existing reinforcement. However, some investigations should be conducted in the future such as onsite implementation and the comprehensive evaluation of the current design models.

Data Availability
e data used to support the findings of this study are included within the article. Requests for access of the experimental and analytical data should be made to Dr. Pitcha Jongvivatsakul via email: pitcha.j@chula.ac.th.

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Advances in Civil Engineering