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Article

Application of X-Shaped CFRP Ropes for Structural Upgrading of Reinforced Concrete Beam–Column Joints under Cyclic Loading–Experimental Study

by
Emmanouil Golias
,
Adamantis G. Zapris
,
Violetta K. Kytinou
,
Mourhat Osman
,
Michail Koumtzis
,
Danai Siapera
,
Constantin E. Chalioris
* and
Chris G. Karayannis
Laboratory of Reinforced Concrete and Seismic Design of Structures, Civil Engineering Department, School of Engineering, Democritus University of Thrace, 67100 Xanthi, Greece
*
Author to whom correspondence should be addressed.
Fibers 2021, 9(7), 42; https://doi.org/10.3390/fib9070042
Submission received: 8 May 2021 / Revised: 29 May 2021 / Accepted: 28 June 2021 / Published: 1 July 2021
(This article belongs to the Special Issue Fiber-Reinforced Polymers and Fiber-Reinforced Cement Composites as Concrete Reinforcement)
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Abstract

:
The effectiveness of externally applied fiber-reinforced polymer (FRP) ropes made of carbon fibers in X-shape formation and in both sides of the joint area of reinforced concrete (RC) beam–column connections is experimentally investigated. Six full-scale exterior RC beam–column joint specimens are tested under reverse cyclic deformation. Three of them have been strengthened using carbon FRP (CFRP) ropes that have been placed diagonally in the joint as additional, near surface-mounted reinforcements against shear. Full hysteretic curves, maximum applied load capacity, damage modes, stiffness and energy dissipation values per each loading step are presented and compared. Test results indicated that joint sub assemblages with X-shaped CFRP ropes exhibited improved hysteretic behavior and ameliorated performance with respect to the reference specimens. The effectiveness and the easy-to-apply character of the presented strengthening technique is also discussed.

1. Introduction

In the structural engineering industry, the rehabilitation and seismic upgrade of reinforced concrete (RC) buildings have become a primary concern. Several existing RC frame structures were designed before the modern seismic regulations were developed, or they were merely made to comply to earlier versions of the seismic guidelines [1]. As a result, they have various issues, such as as short longitudinal beam bottom bar embedment lengths, low shear capacity in the beam–column joint, and inadequate or no steel transverse reinforcement in the joint area [2,3].
The brittle failure of improperly reinforced beam–column joints, particularly exterior ones, has already been identified as the primary cause of collapse in multiple structures in recent seismic events around the world [4]. Therefore, over the last twenty years, multiple research studies have been directed towards the rehabilitation/retrofitting of damaged beam–column joints, and various methods for their strengthening have been introduced.
One of the first methods for seismically strengthening deficient RC beam–column joints was RC jacketing [5,6]. RC jackets involve the addition of new longitudinal and transversal reinforcement bars and the application of a new extra concrete coating. This leads to an increase in the dimensions of the elements’ cross-sections [7]. While RC jacketing has proven its efficiency to enhance the shear strength of the joints, it also has some serious drawbacks, as the increase in the cross-sectional dimension results in adding weight and enhancing the stiffness of the structural elements [8]. Another main disadvantage of this method is that it implies complex and labor-intensive application procedures [9].
In the field of the seismic rehabilitation/strengthening of RC and masonry structures, externally applied jackets and overlays with advanced composite materials such as fiber-reinforced polymers (FRP) and textile-reinforced mortars (TRM) are promising alternative techniques [10,11,12,13]. Applications of externally bonded FRP composites have been thoroughly used and studied over the last twenty years because of their advantages, such as easy and quick implementation, resistance to corrosion, and high strength/weight ratio [14,15,16,17]. The merits of FRP materials in the form of sheets, strips, laminates and jackets to provide a quick to install, easy to apply, safe and reliable strengthening/repair technique have been revealed by several researchers. Some researchers have investigated the effectiveness of FRP strengthening applications in the overall performance of RC structures [18,19,20,21], while others focused on individual RC elements. There are studies investigating the enhancement of the strength and ductility of RC beams strengthened with FRP sheets or laminates [22,23,24,25]. Other researchers examined the influence of FRP strengthening/repairing techniques on the flexural [26] or shear [27,28] behavior of RC beams. The efficacy of FRP materials in providing extra confinement to RC columns has also been proven by several investigations [29,30,31,32]. The ability of FRP composites to enhance the seismic efficiency of damaged RC beam–column joints has been confirmed by various experimental studies. Researchers have studied the application of FRP jacketing in deficient exterior [33,34,35,36] and interior [37,38] RC joints, while others have compared the application of this technique with the conventional RC jacketing method [39].
Besides the many advantages of the FRP rehabilitation method, established FRP configurations may require preliminary operations, such as the partial removal of infill walls or partial slab demolition, which are expensive and may also disrupt the functionality in certain parts of the building. When referring to structure restoration after a seismic incident, this aspect is less important, since most structures are totally or partially nonfunctional in these situations. On the other hand, when building retrofitting is planned as a precaution against seismic damage, it must be considered that owners always compare the advantages of a strengthening operation, which cannot be instantly evaluated, against the fact that certain sections of the building will remain inaccessible for the period of the strengthening procedures.
These observations have presented new challenges in creating novel enhancement techniques that can be externally applied to the structure or with a low level of disturbance. A recent strengthening method that was proposed by the authors of [40,41] incorporates the aforementioned requirements. This novel technique includes the use of FRP ropes, either as near-surface mounting (NSM) or as embedded through section (ETS) in the joint area, and this appears to be a promising retrofitting scheme. FRP ropes were developed to act as an anchorage for the application of FRP sheets to delay the sheet’s debonding from the concrete surface. So far, there are only a few studies in the literature implementing FRP rope anchoring systems in beams, columns and beam–column joint connections [42,43,44,45].
In recent years, however, a few studies have also indicated that the application of FRP ropes as an individual strengthening technique is also very effective. In these studies, FRP ropes have been used to retrofit the support region of RC beams tested under cyclic loading [46], as reinforcement for the shear strengthening of T-beams [47] and rectangular deep beams [48], for the torsional strengthening of RC beams [49], to provide extra confinement in columns [50], and also for the strengthening of joints [40]. However, due to the limited number of studies, further research on the efficacy of FRP ropes as a strengthening method is required. Further, it is noted that the fatigue life estimation of the retrofitted structural members and their components (concrete, steel reinforcement and especially FRP ropes) under different loading conditions has not been investigated. Recent studies highlighted the importance of the low-cycle fatigue behavior of steel structural members subjected to static and transient dynamic loads [51,52].
The current study aims to further investigate the effectiveness of the use of carbon FRP (CFRP) rope application as a strengthening method in deficient RC beam–column joints subjected to seismic loads. Six specimens were experimentally investigated; three of them were reference specimens with inadequate shear reinforcement in the joint area and three were strengthened with CFRP ropes installed as NSM reinforcement. All the examined joint specimens were tested under reversal imposed cyclic deformations with the same loading history. The contribution of the proposed strengthening method to the joint’s load bearing capacity was then evaluated and examined at every loading step, in relation to the reference specimens. The experimental values of ultimate applied load, stiffness and energy dissipation are also compared and discussed. The suggested strengthening arrangements of the additional fiber composite reinforcement have been designed in a way as to reduce the degree of disturbance caused by their in-situ application in realistic RC frame structures.

2. Experimental Program

The efficacy of using CFRP ropes as a strengthening method in deficient RC joints subjected to seismic loads was experimentally investigated. Six full-size specimens of beam–column joints (scale 1:1) were constructed and tested under the same cyclic loading. Three of the six specimens examined were reference specimens (JA0, JA1, and JB1), and three of them were strengthened with CFRP ropes installed as near-surface-mounted reinforcement (JA0Fxb, JA1Fxb, JB1Fx). Specimens JA0 and JA1 were designed so that damage occurs predominantly in the beam region, while specimen JB1 was designed so that damage develops mainly in the joint.

2.1. Geometry and Reinforcement Characteristics of the Specimens

The geometric characteristics were common for all six specimens. The total length of the column was 3000 mm with a cross-section of 350/250 mm, and the total length of the beam was 1875 mm with a 350/250 mm cross-section, respectively. All specimens had four 14 mm diameter longitudinal bars in the column, one at each angle. All specimens had four longitudinal bars with a diameter of 12 mm placed on the top and bottom sides of the beam, except for JB1 and JB1Fxb, which had bars with a diameter of 14 mm. As transverse reinforcement, stirrups with a diameter of 8 mm per 100 mm were installed on both the column and the beam. The specimens JA0 and JA0Fxb had no stirrups in the joint area, while the others had one stirrup with an 8 mm diameter (Figure 1). The clean cover of both beams and columns in all tested specimens was 25 mm.
Along with conventional reinforcement, CFRP ropes of 6 mm diameter were applied externally in an X-shape at each side of the specimen’s joint area in the strengthened specimens, while on specimens JA0FXb and JA1FXb, besides the X-shape rope application in the joint area, CFRP ropes were also applied at each side on the top and bottom of the surrounding beam. Table 1 also includes details about the reinforcement and the strengthening of the specimens.

2.2. Materials

In order to determine the compressive strength of the concrete used, supplementary compression tests of six 150 × 300 mm cylinders were also carried out. The mean values of the compressive strength of concrete were fcm = 34 MPa. The steel reinforcement for both longitudinal and transverse reinforcement had a mean yield strength equal to fy = 550 MPa. The CFRP rope (SikaWrap® FX-50 C) that was used for the specimens was a bundle of unidirectional carbon fibers with tensile strength equal to 4000 MPa, modulus of elasticity equal to 240 GPa and cross-section area > 28 mm2, according to manufacturer’s data. Two types of epoxy resins were used, resin type A (Sikadur®-52) for the impregnation of dry fibers and type B (Sika AnchorFix®-3+) for the anchorage of the system.

2.3. Application of the X-Shaped CFRP Ropes

The strengthening procedure of the specimens as it took place in the reinforced concrete laboratory of Democritus University of Thrace is described step by step as follows.
At first, the direction of the carbon fiber ropes was drawn on the surface of the specimens. With the use of a grinder, the incision of U-shaped notches was made according to the dimensions and specifications of the supplier of the material, in order to achieve the encapsulation of the CFRP ropes (Figure 2a).
The dimensions of the notches were 25 mm in depth and 25 mm in width, so that their formation took place within the area of the clean cover while still meeting the manufacturer’s specifications. In case the available cover is smaller than required, a different installation arrangement, such as the application of the CFRP rope as embedded through the joint section (ETS) [53], can be selected. During the incision-making process special care was taken in order to protect the steel bars from being damaged by the grinder. In order to achieve adequate and efficient anchorage of the free ends of the CFRP rope, at the end of the beam a vertical opening was drilled in a 90° axis relation to the web of the beam with a diameter of 16 mm and length of 80 mm. The notches were cleaned thoroughly of dust and concrete residues (and generally of materials of lower adhesion) using compressed air from a special pistol. Epoxy resin type A (Sikadur®-52) was applied in the notches using a small painting brush (Figure 2b).
The CFRP rope was cut in the required dimensions with scissors after thorough saturation of the ropes in epoxy resin according to EN 1504-4 (Figure 2c).
The CFRP ropes were placed into notches and holes under pressure with care in order to remove air and excessive amounts of resin (Figure 2d).
While the rope was impregnated with resin and was within the effective time window of the resin, the voids in the notches were filled with epoxy resin type B (Sika AnchorFix®-3+) in order to achieve a high level of adhesion between the concrete and the fibers of CFRP rope (Figure 2e,f).

2.4. Experimental Setup and Loading History

The test rig and instrumentation are shown in Figure 3. Each beam–column joint specimen was placed following a 90° counter clockwise rotation with the column in the horizontal direction and the beam in the vertical direction. The specimen was supported by devices that allow rotation to simulate the inflection points of the columns in the middle. Column compressive axial load with constant value equal to Nc = 0.05 × Ac × fcm was applied during the tests (where Ac is the area of the column cross-section). All specimens were subjected to full cycle deformations imposed near the free end of the beam by a swivel connector with the actuator. The moment arm for the applied load was equal to 1.475 m. Once the constant axial load (N = 150 kN) was applied to the column, the application of the cyclic displacement-controlled loading history at the beam end started. The tested specimens suffered a loading history of seven full loading steps with maximum drift ratios 0.5%, 0.75%, 1%, 1.5%, 2%, 3% and 4%. The corresponding maximum displacements were ± 8.5 mm, ± 12.75 mm, ± 17 mm, ± 25.5 mm, ± 34 mm, ± 51mm, and ± 68 mm respectively. Every loading step included three full loading cycles for each drift level. The loading rate was 0.05 mm/s for the first four loading steps and then was increased to 1 mm/s for the next three final steps.
The imposed load was measured by a load cell with accuracy equal to 0.025 kN, the displacements of the column were measured by a linear variable differential transducer with accuracy equal to 0.01 mm, and the displacements of the beam and the join area were measured by a linear variable differential transducer with accuracy equal to 0.01 mm.

3. Test Results and Discussion

To determine the effectiveness of the rehabilitation method used, the hysteretic response and cracking pattern of each enhanced specimen were compared with the corresponding reference specimen. The hysteretic responses and cracking patterns are presented and compared for the first four steps (steps 1, 2, 3, and 4) of the loading, as well as the following three steps (step 5, 6 and 7).
In the first loading step of the reference specimen JA0 (without any stirrups in the joint area), micro-cracking was observed in the beam region. The number and width of cracks in the beam increased as the steps progressed (steps 2 and 3). At the end of step 4, a slight diagonal crack appeared in the joint region. During the first four steps of the strengthened specimen JA0Fxb, cracking was detected in the beam region; however, the number of cracks was smaller, and had reduced width in comparison to the reference specimen JA0. The hysteretic response of the specimens indicates that the strengthened specimen had a considerably higher load-bearing capacity at each step (Figure 4a).
In order to comprehend some important details concerning the acquired experimental hysteretic response of the tested specimens, Figure 4b presents the load versus drift curves at each loading step of the reference specimen JA0. Each step includes three loading cycles. The start point and crack initiation points are noted in the diagram of the first cycle of step 1 for both loading directions (positive and negative), as illustrated in Figure 4b. Further, steel yielding due to damage propagation caused by the increased imposed load can also be noted in the diagram of the first cycle of step 4 (Figure 4b). The first cycle at each loading step is illustrated in Figure 4 using a green colored line.
As the imposed displacement in the JA0 reference specimen increased (steps 5 and 6), it led to an increase in the crack width at the beginning of the beam (damage concentration), while in step 7 cracking was also observed at the backside of the joint. Although the damage was concentrated in the beam area, cracks also occurred in the joint body. On the other hand, the imposed displacement increased in the JA0Fxb specimen, resulting in an increased width of the cracks at the beginning of the beam without significantly affecting the joint area. The damage of the strengthened specimen was located only in the beam area. In the last steps, the difference in load bearing capacity of the two specimens was reduced, but the strengthened specimen’s behavior was slightly better (Figure 5).
The reference specimens JA1 and JA0 and the strengthened specimens JA1Fxb and JA0Fxb displayed similar cracking patterns in the first four loading steps. This involved small bending cracks in the beam that gradually increased, along with the appearance of some individual microcracks in the joint region. The specimens presented a similar load-bearing capacity in the initial steps (Figure 6).
In the following loading steps (steps 5, 6, and 7) of specimen JA1, the bending crack width increased, resulting in the creation of a plastic hinge at the beginning of the beam. The specimen’s damage was concentrated in the area of the beam. In the strengthened specimen, despite the fact that the width of the existing cracks in the beam also increased, the severity of the damage was clearly limited. In the final steps of the strengthened specimen, the load bearing capacity was also slightly increased (Figure 7).
In the first two loading steps of the reference specimen JB1, microcracking could be observed in both the beam and the joint. As the applied load rose, a distinct diagonal crack formed in the joint area. The strengthened specimen JB1Fx exhibited a similar cracking pattern. The load-bearing capacity of the strengthened specimen was marginally higher in the initial loading steps, and it tended to be similar to that of the reference specimen as the steps increased (Figure 8).
Further increases in the imposed displacement caused additional cracking of the joint (step 5) and widening of the cracks (step 6). In the last loading step (step 7), a complete disorganization of the joint could be observed, with spalling of the concrete and intense cross-cracking. The damage of the specimen was clearly concentrated in the joint area. On the contrary, the gradual increase in the applied displacement in the strengthened specimen JB1Fx led to the increase in the cracks’ widths, both in the area of the joint and in that of the beam. The specimen damage was located in both the joint and the beam. In addition, the strengthened specimen showed a more ductile behavior compared to the reference specimen, as in the last steps (steps 6 and 7) it maintained a stable load-carrying capacity in contrast to the reference specimen, where a noticeable drop was observed (Figure 9).
Figure 10 displays the curves of the maximum applied load (P) ratios calculated by the experimentally measured load capacity of the retrofitted specimens per each loading step/drift to the corresponding load of the reference specimens. The values of these ratios indicate the efficiency of the proposed strengthening technique with CFRP ropes, so that further conclusions can be drawn. More specifically, ratio A0 (P+/−) curves refer to the ratios of the maximum imposed load values per drift of the retrofitted specimen JA0Fxb to the corresponding load values of the reference specimen JA0. In the same manner, ratio A1 (P+/−) curves represent the load ratios of the retrofitted specimen JA1Fxb to the reference specimen JA1, and ratio B1 P(+/−) curves represent the load ratios of the retrofitted specimen JB1Fxb to the reference specimen JB1. These ratios for both positive (P+) and negative (P−) imposed load values are, in all examined cases, higher than 1. As such, the experimental results demonstrated in the diagrams of Figure 10 clearly reveal the ability of the applied CFRP ropes to enhance the load-bearing capacity of the tested joint subassemblages.
The stiffness (K) and the energy dissipation (E) ratios calculated by the experimentally measured stiffness and energy dissipation values, respectively, of the retrofitted specimens per each loading step/drift to the corresponding values of the reference specimens are displayed and compared in the diagrams of Figure 11. It can be noted that all the curves of the stiffness ratios are greater than one; the ratio A0 (K) curve has an approximately constant value of 1.2, while the ratio A1 (K) curve tends to increase with the steps, beginning at a value of 1.08 and reaching values above 1.2 after 2% drift, and the ratio B1 (K) curve is slightly greater than 1.00. Further, the ratios of the energy dissipation A0 (E) and B1 (E) curves are greater than one. The ratio A1 (E) curve differs from this pattern for 1.5%, 2% and 3% drifts. Figure 11 indicates that the joint specimens with CFRP ropes exhibited higher stiffness values than the corresponding reference joints per each loading step/drift. The energy dissipation ratio indicates that all of the strengthened specimens dissipated more energy than the corresponding control specimens up to a drift ratio of 1%. The ratio JB1 in particular shows a 60% increase in the dissipated energy of the strengthened specimen for a drift ratio of 1%. For a story drift of 1.5%, all three energy dissipation ratios decrease. In particular, the ratios A0 and B1 remain close to 1.00, while the ratio A1 drops below. However, the effectiveness of the strengthening method is evident even in this case, as the ratio tends to increase again for higher story drifts. The strengthened joints had higher energy dissipation capacities than the corresponding control specimens for large lateral displacements, as shown in the diagrams. For drifts greater than 3.5%, all three ratios exceed 1.00. This performance confirms the proposed strengthening system’s efficiency in increasing the energy dissipation capacity and the strengthened specimens’ ability to resist more severe seismic action compared to the control specimens.

4. Conclusions

In this study, experimental tests were carried out to investigate the effectiveness of CFRP ropes as a strengthening method in deficient RC joints subjected to seismic loads. The experimental program consisted of six exterior full-size beam–column joints. Three of the six tested specimens were reference specimens and three of them were strengthened with carbon CFRP ropes installed as near-surface-mounted reinforcement against shear. All joint specimens were subjected to the same reverse loading history scheme, with constantly increased imposed displacements per loading step/drift. Three full loading cycles were included in each loading step. The following conclusions can be drawn based on the findings of this experimentally study:
  • Specimens with CFRP ropes demonstrated a noticeably improved hysteretic performance in terms of both strength and seismic characteristics. The cracking patterns of the strengthened specimens indicate an improved behavior, as the number of cracks was smaller and also the cracks were reduced in width compared to the reference specimens. It should be stressed that, although the reference joint specimen presented severe damages/cracks in the joint area, cracking of the strengthened specimen was not observed in the joint, but only appeared in the beam area;
  • The hysteretic curves of the strengthened specimens indicate an enhanced cyclic response with respect to the response of the corresponding reference specimens. It is noted that in the last loading cycles, the strengthened specimens demonstrated a stabilized behavior with constant load-bearing capacity, whereas the reference specimens exhibited a reduced one;
  • The maximum applied load and stiffness ratios in all the examined cases are greater than 1.00, indicating that the load capacity in positive and negative loading directions and stiffness values were increased in the specimens with CFRP ropes in comparison to the reference ones;
  • The load, stiffness and energy dissipation values at higher loading steps/drifts of the strengthened joint specimens were greater than the corresponding values of the reference specimens, implying that the application of CFRP ropes to strengthen the beam–column joints was an effective method of increasing load, stiffness and energy dissipation capacity, and of improving the overall hysteretic response;
  • The proposed technique is easy and fast to apply. It requires minimal intervention in the strengthening area, and it is not restricted by the presence of surrounding beams. However, when the NSM method is selected for the application of the CFRP rope, the area under strengthening must have a sufficient reinforcement cover;
  • The effectiveness of CFRP ropes as a rehabilitated method of deficient RC beam–column joints was demonstrated in the experiments presented herein. However, more research is required to accurately evaluate the advantages of the implemented strengthening method and, ultimately, to develop design models for professorial designers. More research is needed on FRP rope application techniques, such as the embedded through the joint section (ETS method) rope installation method. The investigation of additional reinforcement configurations, such as the combined strengthening of columns and joints, would be of particular interest. For example, in beam–column joints where the damage is recorded at the beginning of the column, the strengthening method could be used to investigate the possibility of transferring the damage to the beam (within the framework of strong column/weak beam design).

Author Contributions

Conceptualization, C.G.K.; methodology, E.G.; validation, A.G.Z. and C.E.C.; formal analysis, E.G., A.G.Z. and V.K.K.; investigation, E.G., M.O., M.K. and D.S.; data curation, E.G., A.G.Z. and V.K.K.; writing—original draft preparation, E.G. and A.G.Z.; writing—review and editing, V.K.K. and C.E.C.; visualization, A.G.Z. and C.E.C.; supervision, C.G.K. All authors have read and agreed to the published version of the manuscript.

Funding

This research received no external funding.

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

Data available on request.

Acknowledgments

Author Adamantis G. Zapris gratefully acknowledges the financial support received from Eugenides Foundation towards doctoral studies.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. Reinforcement of the full-scale exterior beam–column joint specimen JA0.
Figure 1. Reinforcement of the full-scale exterior beam–column joint specimen JA0.
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Figure 2. Procedure and steps of the externally applied CFRP rope installation: (a) formation of the U-shaped notches for the encapsulation of CFRP ropes; (b) application of the epoxy resin type A in the notches; (c) impregnation of the rope with epoxy resin type A; (d) application of the impregnated CFRP rope into notches and holes; (e) filling of notches and holes with resin type B and (f) final form of the strengthened specimen.
Figure 2. Procedure and steps of the externally applied CFRP rope installation: (a) formation of the U-shaped notches for the encapsulation of CFRP ropes; (b) application of the epoxy resin type A in the notches; (c) impregnation of the rope with epoxy resin type A; (d) application of the impregnated CFRP rope into notches and holes; (e) filling of notches and holes with resin type B and (f) final form of the strengthened specimen.
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Figure 3. Experimental setup and instrumentation of the cyclic testing.
Figure 3. Experimental setup and instrumentation of the cyclic testing.
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Figure 4. Specimens JA0 and JA0FXb: (a) hysteretic response of the first 4 loading steps and cracking pattern at the end of the 4th loading step; (b) hysteretic response of specimen JA0 at each first 4 loading steps (steps 1, 2, 3 and 4) with details of cracking initiation and steel yielding.
Figure 4. Specimens JA0 and JA0FXb: (a) hysteretic response of the first 4 loading steps and cracking pattern at the end of the 4th loading step; (b) hysteretic response of specimen JA0 at each first 4 loading steps (steps 1, 2, 3 and 4) with details of cracking initiation and steel yielding.
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Figure 5. Hysteretic response of the last 3 loading steps (steps 5, 6 and 7) and cracking pattern at the end of the 7th loading step of specimens JA0 and JA0FXb.
Figure 5. Hysteretic response of the last 3 loading steps (steps 5, 6 and 7) and cracking pattern at the end of the 7th loading step of specimens JA0 and JA0FXb.
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Figure 6. Hysteretic response of the first 4 loading steps (steps 1, 2, 3 and 4) and cracking pattern at the end of the 4th loading step of specimens JA1 and JA1FXb.
Figure 6. Hysteretic response of the first 4 loading steps (steps 1, 2, 3 and 4) and cracking pattern at the end of the 4th loading step of specimens JA1 and JA1FXb.
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Figure 7. Hysteretic response of the last 3 loading steps (steps 5, 6 and 7) and cracking pattern at the end of the 7th loading step of specimens JA1 and JA1FXb.
Figure 7. Hysteretic response of the last 3 loading steps (steps 5, 6 and 7) and cracking pattern at the end of the 7th loading step of specimens JA1 and JA1FXb.
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Figure 8. Hysteretic response of the first 4 loading steps (steps 1, 2, 3 and 4) and cracking pattern at the end of the 4th loading step of specimens JB1 and JB1FX.
Figure 8. Hysteretic response of the first 4 loading steps (steps 1, 2, 3 and 4) and cracking pattern at the end of the 4th loading step of specimens JB1 and JB1FX.
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Figure 9. Hysteretic response of the last 3 loading steps (steps 5, 6 and 7) and cracking pattern at the end of the 7th loading step of specimens JB1 and JB1FX.
Figure 9. Hysteretic response of the last 3 loading steps (steps 5, 6 and 7) and cracking pattern at the end of the 7th loading step of specimens JB1 and JB1FX.
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Figure 10. Comparison of the maximum applied load ratio per each loading step of the tested joints.
Figure 10. Comparison of the maximum applied load ratio per each loading step of the tested joints.
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Figure 11. Comparison of the stiffness and energy dissipation ratios per each loading step of the tested joints.
Figure 11. Comparison of the stiffness and energy dissipation ratios per each loading step of the tested joints.
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Table
Table 1. Geometrical and reinforcement characteristics of the tested exterior beam–column joint specimens.
Table 1. Geometrical and reinforcement characteristics of the tested exterior beam–column joint specimens.
NameJoint AreaBeam Geometry and ReinforcementColumn Geometry and Reinforcement
SteelCFRP Rope 1Cross-SectionSteelCFRP Rope 1Cross-SectionSteel
JA0--{350 × 250}4∅12 up
4∅12 bot.
∅8/100		-{350 × 250}4∅14
∅8/100
JA0Fxb-2XF2F up
2F bot.
JA1∅8-{350 × 250}4∅12 up
4∅12 bot.
∅8/100		-{350 × 250}4∅14
∅8/100
JA1Fxb∅82XF2F up
2F bot.
JB1∅8-{350 × 250}4∅14up
4∅14 bot.
∅8/100		-{350 × 250}4∅14
∅8/100
JB1Fx∅82XF-
1 CFRP rope’s cross-section area > 28 mm2, according to manufacturer’s data.
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Golias, E.; Zapris, A.G.; Kytinou, V.K.; Osman, M.; Koumtzis, M.; Siapera, D.; Chalioris, C.E.; Karayannis, C.G. Application of X-Shaped CFRP Ropes for Structural Upgrading of Reinforced Concrete Beam–Column Joints under Cyclic Loading–Experimental Study. Fibers 2021, 9, 42. https://doi.org/10.3390/fib9070042

AMA Style

Golias E, Zapris AG, Kytinou VK, Osman M, Koumtzis M, Siapera D, Chalioris CE, Karayannis CG. Application of X-Shaped CFRP Ropes for Structural Upgrading of Reinforced Concrete Beam–Column Joints under Cyclic Loading–Experimental Study. Fibers. 2021; 9(7):42. https://doi.org/10.3390/fib9070042

Chicago/Turabian Style

Golias, Emmanouil, Adamantis G. Zapris, Violetta K. Kytinou, Mourhat Osman, Michail Koumtzis, Danai Siapera, Constantin E. Chalioris, and Chris G. Karayannis. 2021. "Application of X-Shaped CFRP Ropes for Structural Upgrading of Reinforced Concrete Beam–Column Joints under Cyclic Loading–Experimental Study" Fibers 9, no. 7: 42. https://doi.org/10.3390/fib9070042

APA Style

Golias, E., Zapris, A. G., Kytinou, V. K., Osman, M., Koumtzis, M., Siapera, D., Chalioris, C. E., & Karayannis, C. G. (2021). Application of X-Shaped CFRP Ropes for Structural Upgrading of Reinforced Concrete Beam–Column Joints under Cyclic Loading–Experimental Study. Fibers, 9(7), 42. https://doi.org/10.3390/fib9070042

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