Pullout Failure Research Articles

Biomechanical Analysis of Anteroinferior Bankart Repair Anchor Types

Background: All-suture anchors and knotless anchors are increasingly used in the repair of anteroinferior labral tears in patients with shoulder instability. Optimal repair constructs may limit recurrent instability. Purpose: To perform a quantitative biomechanical comparison of 3 labral fixation devices for soft tissue Bankart lesions: knotless soft-body tensionable anchor (SB knotless), knotted soft-body anchor (SB knotted), and knotless hard-body PEEK (polyether ether ketone) interference anchor (HB knotless). Study Design: Controlled laboratory study. Methods: A total of 21 glenoid specimens were randomized into 3 groups: SB knotless, SB knotted, and HB knotless. Artificial Bankart lesions were created at the anteroinferior labrum. Anchors were placed at the 3:30, 4:30, and 5:30 clockface positions, and sutures were passed through 1 cm of tissue. Anchors were tested simultaneously as one construct by pulling capsular tissue connected to the anteroinferior quadrant. Cyclic loading (5-25 N, 100 cycles) was followed by load-to-failure testing (15 mm/min). Biomechanical testing variables were collected, and failure mechanisms were recorded per individual anchor. Results: There were no differences in baseline specimen characteristics. There was no difference in elongation during cyclic loading (P = .40). The ultimate load to failure between SB knotless (309.7 ± 125.6 N), SB knotted (226.4 ± 34.8 N), and HB knotless (256.5 ± 90.5 N) did not significantly differ (P = .25). Failure mechanisms differed among groups (P = .008); mechanisms included anchor pullout (SB knotless: 33.3%; SB knotted: 23.8%; HB knotless: 28.6%), suture pull-through (SB knotless: 66.7%; SB knotted: 38.1%; HB knotless: 33.3%), and anchor fixation method failure, defined as knot failure for knotted anchors or locking mechanism failure for knotless anchors (SB knotless: 0.0%; SB knotted: 38.1%; HB knotless: 38.1%).) Conclusion: The SB knotless, SB knotted, and HB knotless labral fixation anchors studied exhibited comparable elongation during cyclic loading, stiffness, and ultimate loads to failure in a cadaveric model. However, the failure mechanisms significantly differed, as SB knotless anchors failed primarily from suture pull-through, while SB knotted and HB knotless anchors were subject to knot failure and locking mechanism failure, respectively. Clinical Relevance: These data support the benefit of SB knotless anchors for anteroinferior labral repair in limiting knot failure typically seen with knotted anchors, perhaps demonstrating that all-suture anchors may have better locking mechanism quality than their PEEK counterparts.

Experimental investigation on realistic model for local bond stress-slip relationship between ribbed GFRP bars and concrete

Due to the lack of relevant research, the effect of the lateral confinement provided by stirrups and concrete cover on the bond behavior between glass fiber-reinforced polymer (GFRP) bars and concrete is ambiguous, resulting in the lack of a practical bond slip theory of GFRP bars. Therefore, it is impossible to accurately analyze the load response of GFRP-reinforced concrete (RC) structures from the stress level. In this paper, the local bond behavior of ribbed GFRP bars was systematically analyzed by the beam-end tests. The test parameters include concrete strength, stirrup spacing, and concrete cover. In addition, a bond stress-slip model considering the bonding mechanism was proposed on the basis of the beam-end tests and previous research. The results show that, the development of concrete cracks is restricted due to the existence of stirrups, and the specimens tend to fail in pull-out failure with strong confinement of stirrups. With the increase in the lateral confinement level, the failure mode of specimens transits gradually and smoothly from splitting failure to pull-out failure. Meanwhile, the peak slip of specimens with splitting failure also increases, and its maximum value does not exceed the peak slip of the corresponding specimens with pull-out failure. The confining capacity of stirrups and concrete cover was unified by a proposed parameter K. Then, a bond stress-slip model based on parameter K was established to predict the bond behavior of ribbed GFRP bars.

Experimental Research on Anti-freezing and Thawing Performance of Basalt Fiber Reinforced Fly Ash Concrete in the Corrosive Conditions

Basalt fiber reinforced fly ash concrete (BFRFAC) is a new inorganic nonmetal composite construction material with excellent mechanical properties that could be widely used for bridge floors, pavements, and other construction engineering projects. The anti-freezing and thawing performance of BFRFAC in the corrosion circumstances was studied in detail with a comparison to normal concrete (NC) by using quick freezing method in this work. In the control group, the mass loss rate (MLR) and relative dynamic modulus of elasticity (RDME) on BFRFAC were determined in non-corrosion environment. In the control group, the mass loss rate (MLR) and relative dynamic modulus of elasticity (RDME) on BFRFAC were determined in non-corrosion environment. In the experimental group, the RDME on BFRFAC were determined in chloride corrosion, sulfate corrosion, the complex combined corrosion of chloride and sulfate solution. Further, a scanning electron microscope (SEM) was employed to scan the meso-structure of the rupture cross-section in t-he composite material at magnifications of 500, 1000, and 1500. The gripping effect between basalt fibers and su-bstrate was quantitatively analyzed in the case of pull-out failure and fracture failure, which convincingly reveal-ed the crack resistance, reinforcement, and toughening mechanisms of basalt fibers on concrete substrate. We found that RDME decreased and its descent rate slows down when BFRFAC was exposed to freeze-thaw cycles in above-mentioned four situations. The number of freeze-thaw cycles of BFRFAC was greater than 400 in the complex case of solution corrosion. The BFRFAC cyclic lifespan could be effectively extended in contrast to NC. Moreover, make full use of volcanic ash and micro-aggregate effect of fly ash can improves the gripping effect between basalt fibers and concrete substrate. As a result, it has the potential to significantly improve anti-freezing and thawing damage capacity of BFRFAC.

Numerical investigation of pull-out capacity and failure mechanism of suction anchors with mooring line in sand

Suction anchor is a widely used anchorage foundation in taut or catenary mooring systems to fix floating structures. This paper aims to investigate the pull-out capacity and failure mechanism of suction anchors in sand using the finite element method which models the attached mooring line on the anchor padeye. The advanced critical state elastoplastic constitutive model SIMSAND is utilized which can well simulate the state-dependent peak strength and stress-dilatancy behavior of sand, and its accuracy and effectiveness are validated with centrifuge test results. A series of systematical parametric studies are then carried out to explore the effects of the mooring line, aspect ratio, padeye position and loading angle on the pull-out capacity and failure mechanism of the suction anchor. Based on the numerical results and those obtained in other researchers’ work, the optimal padeye position and the normalized V–H envelopes are explicitly discussed. Finally, a calculation framework is put forward for predicting the inclined pull-out capacity of suction anchor in sand considering the mooring line effect.

Investigation of the failure mechanism of dissimilar resistance spot welding of steels

Austenitic and duplex stainless steels are majorly preferred for heat exchangers and chemical containers. This research work investigated the failure mechanism of dissimilar welded joints of AISI 347 and DSS 2205. The welded specimens were investigated using tensile shear tests, cross-tension tests, coach peel tests and microhardness tests. The specimen absorbed a maximum tensile shear load of 18 kN during the tensile shear test, and the failure mode was button pull-out with brittle fracture. The test sample absorbed a load of 15.1 kN during the cross-tension test, and the failure mode was button pull-out with brittle fracture. During the coach peel test, the sample absorbed a maximum load of 4 kN and ductile fracture was observed at the vicinity of the nugget. The failure mode in the coach peel test was of button pull-out type. The microhardness test recorded a maximum hardness of 312.8 HV, which is 78.74 and 7.1% higher than the base metal hardness values of AISI 347 and AISI 2205, respectively. The specimen failed under pull-out failure mode in all the tests, and hence, the weld zone was intact in all specimen arrangements and loading conditions.

Investigation of resistance spot weld failure in tailor hot stamped assemblies

A novel experimental method, dubbed the “Mode I Caiman test”, is introduced to characterize spot weld failure and propagation within spot weld groups. The test configuration comprises a partially welded pair of channel sections subjected to Mode I tensile loading through an opening mode loading applied at the un-welded end of the channels. Experiments were performed considering hot stamped USIBOR® 1500-AS in a fully hardened condition (fully quenched) or in a tailored condition in which the strength of the welded flanged regions was altered using in-die heating (IDH). Both static and dynamic loading conditions are considered. The static loading utilized a conventional tensile frame while the dynamic experiments were performed on an instrumented crash sled at velocities of 7.5 m/s.A high speed thermal imaging camera was utilized to detect the temperature rise associated with plastic work during individual weld failure. This proved to be a rather novel and effective technique to detect weld failure and enabled tracking of weld failure propagation through the weld group for the different parent metal (flange) conditions.The experiments served to demonstrate the complex interaction between weld nugget, heat affected zone (HAZ) and parent metal strengths. For high parent metal strengths (fully quenched, martensitic condition), the welds exhibited interfacial and weld pull-out failure modes with rapid unzipping of the weld group resulting in relatively low energy absorption. In contrast, the lower strength tailored flanges exhibited a more stable (slower) failure propagation through the weld group and considerably higher energy absorption which is largely attributed to greater dissipation through deformation of the flange itself. Numerical simulations of the experiments were performed using spot weld models calibrated from single weld lap shear, cross tension, and coach peel experiments. The models captured the peak loads rather well, but predictions of rate of failure propagation within the weld line exceeded that seen in the experiments, pointing to the need for improved post-failure models for spot weld simulation.In automotive structures in which numerous welds are present, the amount of energy absorbed in weld failure can significantly affect the impact response of the structure. The Mode I Caiman test presents a new opportunity to calibrate the energy release rate of spot weld damage models to improve their accuracy when modelling spot welded connections involving multiple spot welds.

Theoretical analysis of bond characteristics between steel bars and ultra-high-performance concrete

In order to investigate the bond and anchorage characteristics of steel bars embedded in ultra-high-performance concrete (UHPC), Tepfers’ (1979) thick-walled cylinder theory and elastic mechanics theory were used to establish a theoretical calculation model of bond strength between deformed steel bars and UHPC under the conditions of splitting failure and pullout failure, respectively. The proposed calculation model was verified with a large number of test data from the literature and experiments conducted by the authors. Finally, the anchorage length of deformed steel bars in UHPC was calculated by the centre point method, the check point method and the design specification of normal concrete structure; recommended values of anchorage length are given based on anchorage reliability theory. The research results can provide design basis for design engineers, and are also a useful guideline for the popularisation and application of UHPC materials.

Experimental Study on Lap-Spliced Performance of High-Strength Stainless Steel Wire Mesh in Engineering Cementitious Composites.

To investigate the mechanical properties of high-strength stainless steel wire mesh (HSSSWM) in Engineering Cementitious Composites (ECCs) and determine a reasonable lap length, a total of 39 specimens in 13 sets were designed and fabricated by considering the diameter of the steel strand, spacing of the transverse steel strand, and lap length. The lap-spliced performance of the specimens was tested through a pull-out test. The results revealed two failure modes in the lap connection of steel wire mesh in ECCs: pull-out failure and rupture failure. The spacing of the transverse steel strand had little effect on the ultimate pull-out force, but it restricted the slip of the longitudinal steel strand. A positive correlation was found between the spacing of the transverse steel strand and the slip amount of the longitudinal steel strand. With an increase in lap length, the slip amount and 'lap stiffness' to peak load increased, while the ultimate bond strength decreased. Based on the experimental analysis, a calculation formula for lap strength considering the correction coefficient β was established.

Numerical investigation on the pull-out capacity of suction anchors in sand considering torsional and mooring line effects

Torsional pullout of suction anchors may occur during installation due to improper positioning or deviations caused by current forces, but less attention has been paid to the effect of torsion on the pull-out capacity of suction anchor in existing literatures. This paper therefore numerically investigates the pull-out capacity and failure mechanism of suction anchors in sand considering both torsional and mooring line effects using the advanced SIMSAND constitutive model. It is found that considering torsional influence causes a significant reduction in the pull-out capacity of suction anchor in sand under horizontal and inclined loading. The case with the optimal padeye depth of 0.7L produces the largest pull-out capacity and the greatest reduction in the pull-out capacity due to torsion. The dimensionless pull-out capacity for the case without mooring line is approximately 24% higher than or almost twice that of the case with mooring line in scenarios without or with torsional condition. Based on the findings, a new framework for estimation of the pull-out capacity of the suction anchor at the optimal padeye depth in sand considering torsional and mooring line effects is finally proposed which may benefit the design of suction anchor in scenarios with torsion in the real practice.

Bond performance of CFRP bars embedded in UHPFRC incorporating orientation and content of steel fibers

The bond behavior of carbon fiber-reinforced polymer (CFRP) bars embedded in ultra-high-performance fiber-reinforced concrete (UHPFRC) is a pivotal factor affecting the performance of CFRP bar-reinforced UHPFRC structures. The present investigation delves into the bond performance of CFRP bars in UHPFRC by conducting tests on thirty-six pullout specimens. In these tests, the effects of steel fiber orientation, steel fiber content, and CFRP bar diameter were considered. The results revealed that specimens with 12 mm-diameter CFRP bars primarily failed in a splitting-pullout mode, whereas those with 10 mm- and 8 mm-diameter CFRP bars exhibited pullout failure. It was observed that specimens containing 45° oriented steel fibers have the maximum bond strength (∼35.30 MPa), as the cracks within UHPFRC were more effectively constrained. The bond strength was found to increase with an increase in steel fiber content, attributed to the improved cracking resistance of UHPFRC. The average bond strengths of specimens with fiber contents of 2% and 2.5% are respectively increased by 10.66% and 14.52% compared to those with a fiber content of 1.5%. The bond strength increases with the increase in CFRP bar diameter, owing to the greater rib height and rib height-to-inner diameter ratio of larger-diameter CFRP bars. Finally, a theoretical model was developed to predict the bond strength, with an average ratio of predicted results to experimental results of 0.93 and a standard deviation of 0.176.

Bond performance of reinforcing bars in SFRC: Experiments and meso-mechanical model

The bond performance of reinforcing bars in steel fiber-reinforced concrete (SFRC) remains a topic of discussion in the community. The effect of deformed steel fiber types is not fully understood, and a rational mechanics-based model is required to consider this behavior. This study experimentally investigated the bond performance of steel rebars in SFRC containing milled-cut (M) fibers with proven high bridging capacity, namely MCSFRC. The results indicated that M fibers yielded a higher bond strength of rebars compared to hook-end (H), crimped (C), and straight (S) fibers from previous studies. This was attributed to the superior bond resistance of M fibers in the matrix, provided by the rough inner surface, stiff end hook, and longitudinal twist. A meso-mechanical model (rib and fiber scale) was then developed to effectively assess the bond strength of rebars in SFRC, accounting for rib-concrete interaction, as well as the fiber reinforcement differences including fiber–matrix interaction, fiber spatial distribution, content, and dimension. This model was applicable to rebars in SFRC with H, C, S, and M fibers, and the results showed good agreement with 301 tests in the established database. On that basis, a unified local bond-slip model for rebars in SFRC was proposed, which was able to suitably reproduce the entire bond-slip response under pull-out and splitting failures.

Influence of elevated temperatures on bond performance between BFRP bars and concrete

The elevated fire temperatures cause the deterioration of the mechanical properties of BFRP bars and concrete. A three-dimensional refined numerical model considering the surface characteristics of ribbed BFRP bars was established to study the effect of high temperature on interfacial bond performance. The “sequence coupling” method analyzes the bonding behavior of BFRP bars and concrete under high temperatures or after natural cooling. The validity of the refined model was verified by reproducing the available test results. Then, the bond behavior was compared and discussed. Based on the simulation results, a constitutive model for predicting the bond performance was developed by modifying the available model at room temperature. The results show that the numerical model can observe the bond failure mechanism between the BFRP-concrete interface. The specimens after natural cooling have better bond performance due to the restoration in material properties. The pull-out failure occurs easier at high temperatures, owing to the various change in the property of BFRP bars and the faster increase in BFRP strain. The influence of temperature rise on peak slip is more significant than that on bond strength. The bond strength and peak slip decrease linearly with the increase in temperature. Finally, the developed bond stress-slip constitutive model considering the effect of temperature, can reasonably predict the bond behavior between BFRP bars and concrete.

Smaller diameter femoral tunnel biocomposite interference screws provide adequate fixation strength in anterior cruciate ligament reconstruction.

The purpose of this study was to evaluate the effect of bioabsorbable interference screw diameter on the pullout strength and failure mode for femoral tunnel fixation in primary anterior cruciate ligament reconstruction (ACLR) at time zero fixation using bone-patellar tendon-bone (BTB) autograft in a cadaveric model. Twenty-four fresh-frozen cadaveric knees were obtained from 17 different donors. Specimens were allocated to three different treatment groups (n = 8 per group) based on interference screw diameter: 6mm, 7mm, or 8mm biocomposite interference screw. All specimens underwent dual energy X-ray absorptiometry (DEXA) scanning prior to allocation to ensure no difference in bone mineral density among groups (n.s.). All specimens underwent femoral-sided ACLR with BTB autograft. Specimens subsequently underwent mechanical testing under monotonic loading conditions to failure. The load to failure and failure mechanism were recorded. The mean pullout force (N) at time zero for each group was 309 ± 213 N, 518 ± 313 N, and 541 ± 267 N for 6mm, 7mm, and 8mm biocomposite interference screw diameter, respectively (n.s.). One specimen in the 6mm group, two specimens in the 7mm group, and one specimen in the 8mm group failed by screw pullout. The remainder in each group failed by graft failure (n.s.). Biocomposite interference screw diameter did not have a significant influence on fixation pullout strength or failure mode following femoral tunnel fixation using BTB autograft at time zero. A 6mm interference screw can improve preservation of native bone stock, increase potential for biologic healing, and decrease the risk of damage to the graft during insertion without significantly compromising fixation strength. This study supports the use of smaller 6mm interference screw diameter options for femoral tunnel fixation in ACLR.

Long-term Pull-out behavior of coir fiber from cementitious material with statistical and microstructural analysis

In this study, the long-term pullout behavior and microstructure of the embedded coir fibers (a bundle of multi-monofilament fibers) from cementitious matrix were investigated. The experimental results were analyzed through statistical tests (i.e., Shapiro-Wilk test, Kolmogorov-Smirnov test, and Analysis of variance with Tukey’s honestly significant difference test) to address the reliability of the analyses and conclusions. The duration of fiber embedment in the matrix (i.e., 1, 2, 4, 8, 12, and 24 weeks), and the addition of fly ash (i.e., weight replacement ratio to cement for 0%, 10%, and 20%) were considered as the test parameters. The results show that the fibers with larger diameters tended to have tensile failure rather than pullout failure during the test. When the fibers had larger embedment length in the cementitious material, the pullout load–displacement curve changed from slip-hardening to slip-softening pattern. The highest fiber pullout strength was recorded when tested at 24-week. However, the highest fiber pullout energy was not recorded at 24-week but at 2-week. It can be concluded that with a longer embedment duration, the interfacial bond between fiber and matrix will increase but the coir fiber itself will be embrittled. This is due to the penetration of mortar into fiber surface along with a longer embedded duration, which was observed under scanning electron microscope. The pozzolanic reaction of fly ash did not improve the fiber–matrix interfacial bond strength. To the contrary, the pullout energy of the samples with 20% fly ash at week 1 was significantly lower than that with 10% fly ash or without fly ash. This was due to the unreacted spherical fly ash particles on the fibers surface that acted as lubricant during pullout.

Effect of Using Glass Fiber Reinforced Polymer (GFRP) and Deformed Steel Bars on the Bonding Behavior of Lightweight Foamed Concrete

The study aims to conduct a direct pull-out test on fifty-four cube specimens considering different variables, including the type of reinforcement (sand-coated glass fiber-reinforced polymer (GFRP) and ribbed steel bars); the type of concrete (normal weight concrete NWC and lightweight foamed concrete LWFC); the diameter of the reinforcing bars (10 mm; 12 mm; and 16 mm) and the bonded length (3∅, 4∅, and 5∅). The hybrid fiber hooked-end steel (0.4% by volume) and polypropylene (0.2% by volume), respectively were used to improve the properties of LWFC by converting the brittle failure to ductile. The results showed that in the case of strengthened foamed concrete (FC), the bond strength with steel bars was greater compared to that with the GFRP bars. The bond strength ratio between the GFRP and steel bars of the FC specimens was found to vary between 37.8–89.3%. Additionally, in all specimens of FC, pull-out failure was witnessed with narrower crack width compared to NWC. Furthermore, mathematical equations have been proposed for predicting the bond strength of FC with steel and GFRP bars and showed good correlation with the experimental results.

Inhibiting of interface thermal cracking with the interlayer nanostructure in fiber aluminum hierarchical composite

In this work, a strategy for simultaneously improving the strength and reducing CTE of CF/Al composites by incorporating uniformly distributed CNTs nanolayers to achieve hierarchical design was proposed. The strengthening mechanisms of interlayer nanostructures were systematically revealed by analyzing the thermo-mechanical properties of composites, the propagation behavior of interlayer cracks and the damage behavior of fibers. The results indicate that the CNTs nanolayers transform the failure mode of the fiber bundle from brittle fracture to pull-out failure by deflecting cracks, which significantly increases the energy dissipation. In addition, the inhibition mechanism of CNTs transition layer on interfacial cracking behavior was discussed.

Prediction of concrete anchor pull-out failure using cohesive zone modeling

Concrete anchor pull-out failure is predicted using the cohesive zone-based finite element analysis. For anchor pull-out tests, two sets of concrete specimens are prepared according to the curing temperatures. The displacement of an anchor steel bar is measured using the digital image correlation technique, and the cone failure surface is reconstructed using a 3D scanner. For each test set of concrete specimens, material properties such as the fracture energy, compressive strength, tensile strength, and elastic modulus are obtained from the three-point bending, cylindrical compression and indirect tension tests. Based on the measured material properties, the cohesive zone-based finite element analysis captures the load–displacement relationship of the anchor pull-out and three-point bending tests without the calibration of material properties. The experimental results demonstrate that the fracture energy is an essential material property to predict the concrete anchor pull-out failure, and thus the cohesive zone-based finite element analysis can provide accurate prediction of the anchor pull-out failure.

Interfacial bond behavior between ribbed CFRP bars and UHPFRC: Effects of anchorage length and cover thickness

Carbon fiber-reinforced polymer (CFRP) bars and ultra-high-performance fiber-reinforced concrete (UHPFRC) feature high strength, high elastic modulus, and excellent durability, which can be combined and applied to the high-load or corrosive environments. To comprehend the bond behavior between the ribbed CFRP bar and UHPFRC, 30 cubic specimens for axial pull-out tests and 12 cubic specimens for eccentric pull-out tests were tested in this study. The effects of CFRP bar diameter, anchorage length, and cover thickness on the bond behavior were investigated. The results indicated that three different failure modes, which were pull-out failure, splitting failure and splitting-pull-out failure, were detected. The delamination of fibers and resin in the specimens with pull-out failure caused interfacial bond failure between the ribbed CFRP bar and UHPFRC. The bond strength increased from 18.41 MPa to 36.41 MPa when the diameter increased from 10 mm to 12 mm, owing to the increase in the geometric ratios (concrete lug ratio and relative rib area) of the CFRP bar surface. Additionally, the increase of cover thickness was beneficial for improving the interfacial bond strength, and the critical cover thickness was about three times the bar diameter (3d). The residual stage of pull-out specimens still exhibited a high-stress level in the case of splitting failure owing to the fiber bridging effect of UHPFRC. Finally, a bond strength prediction model related to anchorage length, cover thickness, and the geometric ratio of CFRP bar surface was proposed.

Refractory Performance of the Axial Tensile Welded Hollow Spherical Joint

To study the refractory performance of the axial tensile welded hollow spherical joint, the steady-state test of heating under constant load was carried out on the joint specimens with different load levels. The failure modes, temperature field, displacement-time curves, and refractory performance of the spherical joints exposed to fire are investigated and analyzed. The experimental results indicate that the failure modes of the joints exposed to fire are pull-out failures. The failure location is at the intersection of the steel tube-hollow sphere. The lowest temperature is located at the intersection of the steel tube-hollow sphere. The closer you get to the equator of the hollow sphere, the higher the spherical temperature. The smaller the load level, the higher the refractory temperature and the longer the refractory limit of the joints. The correctness of the numerical model was verified by comparison with the experimental result. Numerical simulations show that with the increase of the load levels, the refractory performance of the joints gradually decreases, and the downward trend gradually slows down. Compared to the refractory temperature code-recommended, the refractory temperature of the tensile joints is very conservative.

Experimental investigation on the bond-slip behavior between TRC-confined concrete and rebars after exposure to elevated temperatures

In this study, the bond-slip behavior between textile reinforced concrete (TRC)-confined concrete and rebars both at ambient temperature and after ISO 834 standard fire was investigated experimentally through pull-out tests. The failure modes, ultimate load, average ultimate bonding stress and energy consumption were obtained and discussed. Effects of rebar diameters (12 mm, 14 mm and 16 mm), bonding lengths (2.5d, 5d and 7.5d) and high-temperature exposure durations (30 min and 60 min) on the bonding behavior between TRC-confined concrete and rebars were examined emphatically. It was observed that the damage modes of specimens changed from pull-out failure at ambient temperature into splitting failure for both TRC-confined specimens and companion unconfined specimens exposed to high temperatures. The results obtained demonstrated that both the ultimate load and the average ultimate bonding stress can be significantly improved by the utilization of TRC jackets after 30 min exposure, and the increment of the average ultimate bonding stress can reach up to 90% as compared to those unconfined specimens. However, the enhancement of TRC jackets became unobvious after 60 min. Finally, based on test results and Prigogine’s dissipative structure theory, the energy analysis of bond-slip curves was evaluated to verify the enhancement of TRC jackets quantitatively.