Bond Performance Research Articles

Behavior of grouted splice sleeve connection using FRP sheet

Most existing studies on grouted splice connections have focused on the bond behavior between connected steel rebars and conventional steel or iron sleeves. These research findings cannot properly predict the bond behavior and performance of the grouted splice connections, particularly when a new splice device, such as fiber reinforced polymer (FRP) materials, are adopted. The main purpose of this study is to investigate the feasibility of the proposed grouted splice sleeve connection (GSSC) using sheet materials of carbon fiber reinforced polymer (CFRP) and glass fiber reinforced polymer (GFRP). A total of 45 GSSC specimens with various rebar embedded lengths and different polymer sleeve materials were tested to failure under incremental axial pull-out load to evaluate the bond performance of the connected steel rebars in confined grout provided by the FRP sleeves. To evaluate the confinement effect of FRP sleeves on the tensile strength of the grouted connection, an analytical model was developed. The pull-out test results showed that the rebar embedded length was the major parameter affecting the average tensile strength of the GSSC. Also, the effects of mechanical properties of FRP sheets, such as the number of FRP layers and type of FRP sheets, contributed to the tensile strength of the GSSC sleeves that allow the transmission of tensile load between rebars through the medium of grout, aluminum tube, and FRP sheets. The analytical model that incorporates the confinement effects predicted well the experimental ultimate tensile strength of GSSC connections.

Discriminative Mechanical and Thermal Response of the H-N Bonds for the Energetic LLM-105 Molecular Assembly.

Molecular interactions in energetic materials form the key not only to the "structure stability, energy storage, ignition, and detonation" dynamics but also to the sensitivity to the loading of perturbation and the power intensity of radiation for the energetic substance, with the nature of the interactions remaining elusive. With the aid of perturbative Raman spectroscopy and the pressure-resolved density functional theory, we uncovered that the H-N bond of the intermolecular O:H-N bonds for LLM-105 shares the same negative compressibility and thermal expansivity of the H-O bond for the coupling O:H-O bond of water [Phys. Rep. 2023, 998, 1-68]. In contrast, the dangling H-N bond vibrating at a 3440 cm-1 high frequency does otherwise due to the absence of coupling interaction and the undercoordination-driven bond contraction. These findings should deepen our insight into interactions involving electron lone pairs and offer an efficient means for discriminating the performance of individual bonds.

Bond performance between cementitious grout and normal concrete subjected to freeze–thaw damage

Owing to the increasing application of cementitious grout in strengthening projects in cold regions, the freeze–thaw durability of the bond between cementitious grout and concrete has attracted attention. This study investigates the bond performance of a cementitious grout–normal concrete interface after FTCs through splitting tensile and slant shear tests at different angles. The microstructure of the cementitious grout–concrete interface is observed via backscattered electron (BSE) microscopy. The results show that FTCs rapidly reduce the splitting bond strength and slant shear bond strength of the interface. After 240 FTCs, the splitting and slant shear bond strengths decrease by 40.7%–72.4% and 46.1%–57.3%, respectively. An increase in substrate strength significantly enhances the interfacial bond strength, particularly the slant shear bond strength. Freeze–thaw damage to the substrate reduces the interfacial bond strength and frost resistance. The slant shear strength increases significantly with the slant shear angle. The effects of FTCs on the interfacial shear strength parameters are reflected through a rapid decrease in cohesion, whereas the interface internal friction angle remains relatively unaffected. Empirical formulas for calculating the interface bond strength are obtained from experimental data and validated. The BSE images show that cracks begin to appear at the cementitious grout–normal concrete interface as the number of FTCs increases, thereby decreasing the interfacial bond strength.

Dynamic bond behavior of deformed BFRP bars embedded in concrete subjected to high-temperatures

FRP (fiber reinforced polymer) bars have the potential to become an alternative due to their excellent performance. A 3D numerical model considering the effects of strain rates and high-temperatures on material properties was established to investigate the bond behavior between deformed BFRP bars and concrete under the coupled action of dynamic loadings and elevated temperatures. In the model, the surface feature of BFRP bars was explicitly simulated. The model's validity was verified by comparing the simulation results with the experimental records. It was found that the numerical model can characterize the bond behavior of specimens reinforced with BFRP bars, including the cracking propagation, the failure patterns, and the bond stress-slip curves. The failure mechanism for specimens experiencing the dynamic loading and high-temperatures was revealed by analyzing the strain distributions of the concrete and BFRP bars, which indicate that the difference in the mechanical properties of the concrete and BFRP bars subjected to high-temperatures and dynamic loadings ultimately lead to the discrepancies in failure modes. The bond strength increases nonlinearly with the increases in strain rate at various temperatures while decreasing linearly at a higher temperature, regardless of strain rate. The peak slip increases linearly with the increases in strain rate or temperature. The overall bond performance of specimens is worse under high temperatures than after natural cooling. The strengthening influence of strain rate on the bond performance of specimens attenuates at high temperatures, and the weakening influence of temperature is enhanced. Based on the numerical results and mBPE model at ambient temperature, a semi-empirical model was developed by comprehensively considering the enhancement of strain rate and temperature degradation on bond performance. The validity of the semi-empirical model was verified by comparing the prediction results with the simulation and test results.

Validation of methodology to determine the contact resistivity of ECA-based bonds grounded on end–contact resistance measurements using redundant and modified TLM test structures

Accurate determination of the contact resistivity between electrically conductive adhesives (ECAs) and solar metallization paste is a key component of optimizing the electrical performance of bonds based on ECAs, such as shingled joints. This work proposed and validates a methodology that accounts for non–negligible inhomogeneities of test structures based on ECAs and silver screen-printed metallization, such as changes in width of the ECA, to improve the accuracy in the calculation of the contact resistivity. The proposed validation uses statistical theory based on the central limit theorem and the law of large numbers showing that the contact resistivity of bonds based on two different commercially available ECAs can be clearly differentiated with a minimum confidence level of 95% and a maximum error margin of 5%. Moreover, the necessary sample size to achieve such requirements is calculated and shown to be equal to 24 test structures. The validation was done using an acryl-based adhesive loaded with silver flakes (∼10−4 Ω cm), which was compared to an epoxide-based ECA filled with silver–coated copper particles (∼10−3 Ω cm). The validated methodology indicates that the contact resistivity when using the acrylic conductive adhesive is 0.1791 ± 0.0766 mΩ cm2 while when using the epoxide-based adhesive is 0.5025 ± 0.1218 mΩ cm2. Additionally, it is shown that the standard deviation of the contact resistivity is highly dependent on the composition of the conductive adhesive. Hence, the sample size varies depending on the ECA. It is expected that the presented methodology will be a powerful instrument for developers and researchers in the improvement and optimization of ECAs and ECA bonding processes.

Full-Range fatigue behavior of NSM CFRP-to-Concrete bonded joints

The interfacial bond characteristics and failure mechanism of near-surface mounted (NSM) fiber reinforced polymer (FRP) composites in concrete under fatigue loading are less understood compared to their bond behavior under static loading. In this paper, degradation of the local bond strength of FRP-to-concrete bonded joints subjected to direct pull-out fatigue loading is presented for both carbon FRP (CFRP) rods and strips under different fatigue load ranges, i.e., 10–50%, 10–60%, and 10–70%, of the corresponding static load-carrying capacity. The interfacial debonding between FRP and adhesive was observed during fatigue cycles for CFRP rod specimens to different extents. Specimens using CFRP rods with sand-coated and spirally wound surface treatment presented a higher local bond strength and a slower degradation rate, as compared to the ones using CFRP rods with roughened or sand-coated treatment. Using epoxy adhesives with higher strengths benefitted the fatigue bond performance of the tested specimens in terms of local bond strength and stable behavior. Higher fatigue load ranges substantially accelerated the local bond degradation resulting in a much shorter fatigue life of the bonded joints.

Pull-out tests to evaluate the effects of crack healing on the steel-to-concrete bond on concretes exposed to chloride-rich environments

This paper presents an experimental methodology to evaluate the effects of the self-healing of cracks on the steel-to-concrete bond. Overall, 80 cylindrical concrete specimens with a coaxial steel bar were cast and subjected to pull-out tests. To this purpose, the experimental methodology envisaged the casting of two types of concrete specimens: one made with a reference concrete and the other type to investigate the effects of a crystalline admixture as a self-healing promoter. Through pull-out tests, the specimens were precracked and subjected, together with uncracked companion specimens, to wet/dry cycles in tap water or saltwater. To facilitate the evaluation of the self-healing of the specimens, indices relating to the physical-mechanical characteristics have been defined. The results show a better behavior of both, surface crack sealing and recovery of the bond performance, when specimens were subjected to wet/dry cycles in saltwater. Moreover, crystalline admixtures promoted a continuous recovery of the steel-to-concrete bond performance due the continuous generation of healing products inside the crack.

Shear transfer at the steel‐concrete interface using different mechanical connectors

AbstractThe present article is dealing with an assessment of the longitudinal shear at the steel‐concrete interface using several types of mechanical connections. Experimental and numerical tests have been performed to understand better the short and long‐term effects of the influence of the newly defined connectors.Experimental tests consisted of 12‐column push‐out tests (CoPOT). In the test campaign, four types of surface finishing have been tested: i) reference tests (0v2) without any mechanical shear connectors, (ii) angled, V‐shaped, variant of the novel flat shear connector (Av2), (iii) transversal variant of the novel flat shear connector (Bv2) and (iv) multiple ribs on the flanges having a height of 0.7mm (Cv2). Three specimens for each configuration were tested in short‐term loading. The loading procedure defined in EN1994‐1‐1:2004 Annex B was applied for all the tests. Also, one of each specimen was tested in long‐term loading to observe the effect of concrete shrinkage on the quality of bond performance. No significant differences in behavior were observed between both load sequences and the test results after shrinkage is within the short‐term tests’ margin of variation. Numerical simulations performed using FE software Abaqus®, while applying a simplified definition of the bond, supported the results of the previous investigation.

Investigations on bond performances of GFRP/stainless steel reinforcements using distributed fiber optical sensors (DFOSs)

This study aims to examine the bond behaviors between concrete and glass fiber reinforced polymer (GFRP)/stainless steel bars. Distributed fiber optical sensors (DFOSs) are employed to investigate the tensile and bond behaviors in tension and bond tests. The mechanical properties of two different types of GFRP bars and one type of stainless steel bar are determined through tension tests, while the accuracy of the DFOSs is evaluated through comparison with reference methods such as strain gauge and extensometer. The bond tests aim to investigate the bond behaviors between concrete and the reinforcement bars, with a particular emphasis placed on a type of GFRP bars with a grey coating. Furthermore, the study compares the results obtained from DFOS in the bar groove and DFOS on the bar surface. In addition, the impact of various DFOS coatings and adhesives on the measured bar strains is investigated. The best combination of DFOS and adhesive is identified and applied to other bars to analyze the differences in strain distribution. Finally, the research concludes by presenting and analyzing the full strain distributions along the three different types of embedded bars. Overall, the research provides novel insights into the full bond behaviors between concrete and GFRP/stainless steel reinforcement bars and highlights the effectiveness of DFOSs in measuring strain during bond tests.

Modelling the interface bond strength of corroded reinforced concrete using hybrid machine learning algorithms

The mechanical properties of corroded reinforced concrete are intricately associated with bond strength between corroded reinforcement and concrete. This strength must be predicted with ease and precision in practical engineering settings. This research proposes a prediction model for the bond strength of corroded reinforced concrete based on a hybrid machine learning algorithm using SHAP values. The model is based on ML algorithms, such as SVM, RF, and XGB, and is constructed based on 166 sets of experimental research data on the interface bond strength of corroded reinforced concrete in the past. The relationship between the factors affecting bond performance and bond strength is explored, and the predictive effect of SVM, RF, and XGB algorithms on bonding strength is discussed. In addition, this model innovatively uses the SHAP method to achieve the interpretability of ML models and overcome the “black box” problem of ML methods. Empirical formulas and ML models are compared as well. The results indicate that the predictive performance of the model far exceeds that of the empirical formula, and the RF model has the best predictive effect. Furthermore, the SHAP method quantitatively confirms that the corrosion rate has the most significant impact on bond strength, which is consistent with experimental observations. Based on the experimental results, the model provides a new choice for addressing the problem of bond strength in corroded reinforced concrete.

Refined simulation of bond-slip behavior between ribbed steel and concrete: Effects of initial stress and temperature

The bond performance between steel and concrete exposed to fire is influenced by many factors, including the presence of an initial load before the temperature increase. To investigate such effect, a 3-D refined simulation model is presented accounting for the heterogeneity of concrete at the mesoscopic level and the external geometry of ribbed steel bars. The rationality and validity of the refined simulation model and of the multi-step analysis were verified by comparison with existing experimental data. Subsequently, the effects of aggregate gradation and distribution, initial loading level and temperature on the bond behavior were analyzed. The load transfer mechanism at the steel–concrete interface as a function of temperature under different loading levels is captured and discussed. It is found that the influence of aggregate grading and distribution on the bond-slip curve can be ignored under the aggregate volume fraction set in this work. Additionally, results show that the damage initially concentrates at the rib tip of the deformed steel bars, with an increase across the concrete section as the slip increases, as it could be expected. However, the bond stress and both stress and strain of steel at the same position decrease as the temperature increases. Finally and most importantly, it is found that the heating and loading sequence induce a different damage evolution inside the specimen, with a significant effect on the bond stiffness, the plateau portion of the bond stress-slip curve and the bond strength associated to a given critical temperature.

Bonding performance of different types of expired and unexpired composite resin cements

Aim: The aim of this study was to compare the bond strength of three expired and unexpired composite resin cements used between tooth and ceramic surfaces. Methodology: In this study, the dentin surfaces of 60 non-carious human teeth and ceramic specimens were bonded with three different resin cements. The resin cements used to bond the teeth and ceramic blocks were divided into two subgroups by expiration date (Group 1a. Variolink II-unexpired, 1b. Variolink II-expired 12 months prior. Group 2a. RelyX Unicem-unexpired, 2b. RelyX Unicem-expired 12 months prior. Group 3a. Panavia F 2.0-unexpired, 3b. Panavia F 2.0-expired 12 months prior). The samples were thermally cycled for 3,000 cycles in a temperature range of 5°C–55°C. The shear bonding test was performed using a universal tester. The force required for ceramic debonding was recorded. Surface fracture analysis was performed using a stereomicroscope. Mann–Whitney U test was used to compare the bond strength of resin cements with different expiration dates. P-value < 0.05 was considered statistically significant. Results: The difference in bond strength between the unexpired resin and the resin that had expired 12 months before the analysis was found not to be statistically significant in the Variolink II and Panavia pairs but significant in the RelyX resin cement pair. Conclusion: The self-adhesive resin cements that expired one year earlier showed lower bond strength than their unexpired counterparts; however, the use of expired total-etch and self-etch systems did not significantly affect bond strength. How to cite this article: Karagözoğlu İ, Aksel L. Bonding performance of different types of expired and unexpired composite resin cements. Int Dent Res 2023;13(2):54-59. https://doi.org/10.5577/idr.2023.vol13.no2.2 Linguistic Revision: The English in this manuscript has been checked by at least two professional editors, both native speakers of English.

Bond properties and anisotropy performance of 3D-printed construction and demolition waste-based geopolymers: Effect of operational- and material-oriented parameters

This study investigated the bond performance of printed construction and demolition wastes (CDW)-based geopolymer, providing utilization of CDW in green materials through high tech-manufacturing methodologies. Considering the requirements of three-dimensional-additive manufacturing (3D-AM), the effects of operational and material-oriented parameters on mechanical performance were examined by conducting compressive strength, triplet shear, direct tensile, and diagonal tension tests. Anisotropy performance (perpendicular, lateral, and parallel), printing time intervals (0, 15, 30, 60-min.) between two consecutive layers, material aging time (0, 30, 60, 120-min.) of CDW-based materials, manufacturing methodologies (cast, horizontal- and vertical-printed) were evaluated on the printed specimen. The study showed that the tests conducted on masonry structures could be used on the 3D-printed structure as well. An anisotropic behavior in the compressive strength results was obtained by observing a decreasing trend in results from perpendicular to parallel and, parallel to lateral loading directions. Increasing printing time interval had a negative influence on the compressive strength of CDW-based geopolymers and anisotropy performance was mitigated in a 60-min printing time interval. Although bond strength decreased with raised printing time intervals, similar bond strength values were recorded for 30-min and 60-min printing time intervals. Similarly, increased material aging time caused decrement in bond strength, yet comparable bond strength was obtained for specimen printed with 60-min and 120-min aged mixture. According to the results, printing time intervals showed more prominent effects on bond strength compared to the material aging time. The test results indicate that vertical-printed specimens demonstrated similar mechanical performance with cast specimens, whereas horizontal-printed specimens exhibited slightly weaker performance compared to those.

Experimental and Theoretical Analysis of Flexural Properties of Mortar Beam Reinforced with Coated Carbon-Fiber Textile

The flexural behavior of mortar beams reinforced with coated carbon-fiber textile was experimentally analyzed in this study. Accordingly, pull-out and bending tests were performed on textile-reinforced mortar (TRM) beam specimens. The experimental results demonstrated the superior bond performance of the coated carbon-fiber textile. The TRM beam exhibited sufficient ductility even after the occurrence of flexural cracks. In addition, a theoretical analysis method for predicting the flexural behavior of a TRM beam was established based on the experimentally determined bond behaviors of the textile reinforcement in cementitious materials. The analysis demonstrated that the bending behavior of the TRM beam was reasonably predicted. The results of this study can serve as basic data for the structural application of textile-reinforced cementitious composites.

Bond behaviour between additional aluminium alloy ribs anchored CFRP bar and ultra-high ductile concrete

This study investigated the impact of incorporating additional aluminium ribs (ARs) on the bond behaviour of carbon fiber reinforced polymer (CFRP) bars in ultra-high ductile concrete (UHDC). The research conducted pull-out tests on 48 specimens with various parametric variables, including the number and location of ARs, the type of concrete material, and the depth of CFRP ribs. The outcomes revealed that the use of ARs significantly enhanced the bond performance of the CFRP bars in UHDC. The ultimate and residual bond strengths of both CFRP bars and AR anchored CFRP bars in UHDC surpassed those in ordinary concrete. The ARs also improved the rigidity of the bond-slip curve. Additionally, the bond performance of shallow-rib CFRP bars was substantially improved and comparable to that of deep-rib bars. The wave propagation method and wavelet packet analysis were employed to monitor the bond-slip process and to quantitatively analyze the degree of interface damage. The results suggested that increasing the extrusion length and number of ARs can improve the bond performance of the interface. Therefore, incorporating ARs can be considered as an effective approach to enhance the anchorage performance of FRP-reinforced concrete structures.

Experimental Study on the Bond Performance between Glass-Fiber-Reinforced Polymer (GFRP) Bars and Concrete

By investigating the bond performance between glass-fiber-reinforced polymer (GFRP) bars and concrete, GFRP bars can be better applied to concrete structures as a building material. This paper considered the effects of three different GFRP bar surface treatments, three bonding lengths, corrosive solution, and immersion time on the bonding strength. The test results indicated that the bond strength decreases with the increase in the diameter and bond length. The bonding between GFRP bars and concrete can be improved by treating the surface of the bars in different ways. Compared with the control group, the bond strength of the specimens in the saline solution decreased by 1.3–21.4%, and the bond strength of the specimens in the alkaline solution decreased by 26.5–38.8%. In the corrosive environment, the bond properties are degraded. A bond strength calculation formula considering the surface treatment method of the GFRP bars was proposed. The prediction formula of the bond strength retention rate between the GFRP bar and concrete in the corrosive environment was established. The formula was validated with the available research data and the calculated values agreed well with the test values. The MBPE model and CMR model are modified to establish the bond-slip model of the GFRP bars and concrete in the corrosive environment. The model curve is close to the test curve. This paper provides a theoretical basis for future research on the bond-slip performance of GFRP bars and concrete.

Experimental and theoretical studies on postfire behavior of functionally graded ultra-high performance concrete

In order to improve structural fire-resistant behaviors, this paper designed a two-layer functionally graded ultra-high performance concrete (FGUHPC) structure composed of a UHPC layer and a lightweight aggregate concrete (LWAC) layer. UHPC layers are adopted to provide structural bearing capacity and protected by LWAC layers from elevated temperature. Splitting tensile tests and three-point flexural tests were conducted under ambient and elevated temperatures to evaluate interfacial bond performance and flexural bearing capacity, where two interfacial treatments were adopted and compared. The experimental results revealed that FGUHPC members exhibited good integrity during heating, no explosive spalling occurred and the maximal temperature at interfacial regions was 266°C. The interfaces showed desirable bond performance under ambient temperature while the splitting tensile strength was decreased by around 85% in the case of high temperature. Flexural test results indicated that the structural stiffness would be reduced by around 42% under elevated temperature, as a result, the maximal deflection was increased from 2.5 mm to 3.7 mm. SWM could significantly improve interfacial bond performance and prevent debonding failure of specimens at the postfire state, leading to higher structural bearing capacities. The bearing capacities of specimens with and without interfacial treatments were 42.7 kN and 38.4 kN respectively under ambient temperature, which remained about 88% after elevated temperature.

Research on the Bonding Performance of BFRP Bars with Reactive Powder Concrete

In recent years, replacing steel bars with basalt fiber-reinforced polymer (BFRP) bars and replacing ordinary concrete with reactive powder concrete (RPC) are considered effective solutions to the corrosion problem of steel bars in ordinary reinforced concrete structures. In order to study the bonding performance between BFRP bars and RPC, a total of 27 bonding specimens were tested by pull-out test. The effects of steel fiber volume content (0%, 1.5%, 2%), protective layer thickness (25 mm, 40 mm, 55 mm, 69 mm), and bond anchorage length of bars (3 d, 4 d, 5 d; d is the diameter of the bars) on the bond performance were studied. The experimental results indicated that the BFRP bar and reactive powder (RPC) concrete interface exhibited better bonding performance, and the steel fibers mixed in RPC can play the role of crack-blocking enhancement in the specimen, which improves the shear and tensile properties of the concrete, thus improving the bond strength between BFRP bar and RPC. Three failure modes were observed in the pull-out tests: BFRP bar shear failure, splitting failure, and concrete shear failure. The bond strengths of BFRP bars and RPC with 0%, 1.5%, and 2% steel fiber content were 24.2 MPa, 32.1 MPa, and 34.5 MPa, respectively. With the increase in bond anchorage length, the ultimate bond strength tended to increase first and then decrease. There may be an optimal bonding length between BFRP bar and reactive powder concrete, and when the optimal bonding length is exceeded, the bond strength decreases with the increase in bonding length. With the increase in the protective layer thickness, the improvement in the bond strength of the BFRP bar and RPC was not very significant.

Study on the deterioration mechanism of interfacial bond performance for CFRP reinforced concrete with AAM adhesive under sulfate attack

Alkali-activated materials (AAM) have high mechanical strength, salt corrosion resistance, environmental friendliness, which can be used as an adhesive instead of epoxy resin for CFRP reinforced concrete structures. In this study, the optimum mechanical performance of AAM adhesive was determined through an orthogonal experiment. The appearance, quality, compressive and flexural strength, as well as microstructural changes of AAM adhesive under sulfate attack were investigated. A double shear test investigated the effect of sulfate attack on the interfacial bonding performance of EP and AAM specimens, revealing the deterioration mechanism of the interface. Based on the Popovics model, an interface τ-s time-varying model was established for EP and AAM specimens under sulfate attack. The interfacial bonding performance was evaluated using the interfacial fracture energy. The results show that the decrease in bond performance of EP specimens results from the joint deterioration of concrete and epoxy resin, while AAM specimens are only the deterioration of concrete. The maximum shear stress τmax and its corresponding slip value sm of EP and AAM specimens decreased by 36.1% and 28.0%, 27.6% and 27.7%, compared with those before erosion, and the interfacial fracture energy decreased by 59.1% and 50.3% respectively. The model and experimental data shown good agreement and could effectively reflect the variations in interfacial bonding performance. After 103 days of erosion age, the interfacial fracture energy of AAM specimens exceeded that of EP specimens, showing better bonding performance. The study suggests that using AAM instead of epoxy resin as the adhesive for structural reinforcement under sulfate attack is a better choice, and its results can promote AAM's application in the CFRP reinforced concrete field.

Experimental study on the tensile performance of a large-diameter UHPC grouted sleeve with thread

An ultra-high-performance concrete (UHPC)-grouted sleeve with a large-diameter seamless steel pipe with threads and bolts was designed. To study the mechanical properties of this grouted sleeve, various factors, such as the grouts type, rebar, thread, and bolts, were considered to conduct a uniaxial tensile test on the grouted sleeve specimens. The bonding performance of the grouted sleeve under a combination of various factors was studied, and its working mechanism was discussed. The results showed that the failure modes of the test sleeve specimens included rebar fracture, rebar slip and grouts slip. The G1 (UHPC without basalt fibre) grouted sleeve showed the best bonding performance and bearing capacity. Bolts and inner wall threads of the sleeve improved the grouts–sleeve bond strength. However, the level of improvement was related to the bolt location, thread spacing and depth. The closer the bolt position was to the elastic section of the sleeve port, the more significant the bond performance improved. The thread could provide mechanical bite force. The greater the thread depth were, the greater the mechanical bite force; nevertheless, there was a threshold. Based on the thick-walled cylinder theory, the calculation model for stress on the sleeve surface was obtained; these calculations were used to analyse the stress–strain law on the sleeve surface.