Monotonic Loading Tests Research Articles

Optimization of the Mechanical Properties of Bolted Connections between Concrete-Filled Tubular Columns and Steel Beam with Reinforcing Rings

To study the mechanical performance of bolted connections with different structural forms of reinforced rings, based on the results of monotonic loading tests on two bolted connections between a concrete-filled steel tubular column and a steel beam with an outer reinforcing ring, this article uses ABAQUS v.2020 software to establish a three-dimensional refined finite element analysis model of such connections using appropriate constitutive models for concrete and steel. Subsequently, the effect of the dimensions of the steel beam, reinforcing ring, and cover plate on the load-bearing properties and the failure mechanism of the connections is investigated, and the numerical model is consistent with the verification test results. Then, the numerical simulations comparing bolted exterior reinforced rings under seven different construction measures (i.e., number of bolts, stiffeners) based on a conventional welded exterior reinforced rings with rigid connections (i.e., CGJ) are standardized. The research results indicate that when four rows of bolts are introduced on exterior reinforced rings, the web of steel beam is welded with stiffeners, and the top and bottom reinforced rings are also added with stiffeners; this bolted connection with an external reinforcing ring (i.e., GZ-7) can achieve the rigidity and load-bearing capacity of a fully welded external reinforcing ring rigid connection. At the same time, the reinforcing ring plate is bolted to the flange of the steel beam, and the force transmission path at the connection is changed to avoid the brittle fracture easily caused by the welded flange joints. It is also in line with the development trend of sustainable construction of “assembly” and “disassembly”.

Elastic-viscoplastic behaviors of polymer-blend geocell sheets: Numerical and experimental investigations

Polymer-blend geocell sheets (PBGS) have been developed as substitute materials for manufacturing geocells. Various attempts have been made to test and predict the behaviors of commonly used geogrids, geotextiles, geomembranes, and geocells. However, the elastic-viscoplastic behaviors of novel-developed geocell sheets are still poorly understood. Therefore, this paper investigates the elastic-viscoplastic behaviors of PBGS to gain a comprehensive understanding of their mechanical properties. Furthermore, the tensile load-strain history under various loading conditions is simulated by numerical calculation for widespread utilization. To achieve this goal, monotonic loading tests, short-term creep and stress relaxation tests, and multi-load-path tests (also known as arbitrary loading history tests) are performed using a universal testing machine. The results are simulated using the nonlinear three-component (NLTC) model, which consists of three nonlinear components, i.e. a hypo-elastic component, a nonlinear inviscid component, and a nonlinear viscid component. The experimental and numerical results demonstrate that PBGS exhibit significant elastic-viscoplastic behavior that can be accurately predicted by the NLTC model. Moreover, the tensile strain rates significantly influence the tensile load, with higher strain rates resulting in increased tensile loads and more linear load-strain curves. Also, parametric analysis of the rheological characteristics reveals that the initial tensile strain rates have negligible impact on the results. The rate-sensitivity coefficient of PBGS is approximately 0.163, which falls within the typical range observed in most geosynthetics.

Fibrin clot fracture under cyclic fatigue and variable rate loading

Fibrin clot is a vital class of fibrous materials, governing the mechanical response of blood clots. Fracture behavior of fibrin clots under complex physiological load is relevant for hemostasis and thrombosis. But how they fracture under cyclic and variable rate loading has not been reported. Here we conduct cyclic fatigue and monotonic variable rate loading tests on fibrin clots to characterize their fracture properties in terms of fatigue threshold and rate-dependent fracture toughness. We demonstrate that the fracture behavior of fibrin clots is sensitive to the amplitude of cyclic load and the loading rate. The cyclic fatigue tests show the fatigue threshold of fibrin clots at 1.66 J/m2, compared to the overall fracture toughness 15.8 J/m2. Furthermore, we rationalize the fatigue threshold using a semi-empirical model parameterized by 3D morphometric quantification to account for the hierarchical molecular structure of fibrin fibers. The variable loading tests reveal rate dependence of the overall fracture toughness of fibrin clots. Our analysis with a viscoelastic fracture model suggests the viscoelastic origin of the rate-dependent fracture toughness. The toughening mechanism of fibrin clots is further compared with biological tissues and hydrogels. This study advances the understanding and modeling of fatigue and fracture of blood clots and would motivate further investigation on the mechanics of fibrous materials. Statement of significanceFibrin clot is a soft fibrous gel, exhibiting nonlinear mechanical responses under complex physiological loads. It is the main load-bearing constituent of blood clots where red blood cells, platelets and other cells are trapped. How the fibrin clot fractures under complex mechanical loads is critical for hemostasis and thrombosis. We study the fracture behavior of fibrin clots under cyclic fatigue and monotonic variable rate loads. We characterize the fatigue-threshold and viscous energy dissipation of fibrin clots. We compare the toughness enhancement of fibrin clots with hydrogels. The findings offer new insights into the fatigue and fracture of blood clots and fibrous materials, which could improve design guidelines for bioengineered materials.

Relationship between chain axial resistance and confining stress for South China Sea carbonate sand: an element test

For mooring systems, the relationship between chain axial resistance and confining stress affects the tension transfer of embedded mooring chain, and an effective width parameter Et was adopted to reflect the complex geometry of the chain. However, the relationship in carbonate sand is fully understood. Designed as an element test, monotonic and cyclic loading tests were conducted to investigate the variation of chain axial resistance with confining stress under different conditions in South China Sea carbonate sand. Peak effective width parameter and secant coefficient were particularly analyzed to describe the gradual mobilization. The results show that the Et value in South China Sea carbonate sand has a mean increase of 15% compared with Pingtan quartz sand, which makes the chain harder to pull into the carbonate sand. The irregular particle shape may contribute to the higher axial resistance. In cyclic tests, the peak post-cyclic Et-m is larger than that of monotonic test under lower confining stress but is smaller under higher stress. This paper provides some references to chain profile prediction in the carbonate sand.

Mechanical performance of glulam beam-to-column joints with geometrical modulus: Experimental investigation and analytical approach

Due to the low embodied carbon and renewable features, wood is becoming increasingly popular in structural engineering. Connections have always been a critical design part, among which the beam-to-column joints with geometrical modulus could boost the prefabrication and the industrialization of timber structures. In this research, the shear and tension performance of the beam-to-column joints were tested. Two series of standardized joints were designed. Monotonic and cyclic loading tests were carried out to obtain the mechanical performance of the joints. Finite element models for the two types of joints were established to investigate the load resisting mechanism. The results were verified with the experiments and the simulation could serve as the reference for the calculation of the bearing capacity. The codified approaches were applied and compared for the yielding strength calculation. The accuracy was improved when the number reduction of the fasteners was not considered. Rope effect and the pull-out strength of the fasteners should also be considered. Theoretical methods based on LEFM are deduced for the ultimate strength calculation. A revised semi-empirical formula is proposed based on the existing approaches, with which the more accurate results of the ultimate bearing capacity could be obtained.

AE-Based Health Monitoring of Full-scale RC Beams Strengthened with FRCM Composites

Using fiber-reinforced cementitious matrix (FRCM) offers several advantages, making it a potential replacement for conventional fiber-reinforced polymers (FRP). Integrating mechanical anchorage enhances the robustness and cost-effectiveness of the FRCM system. This research study primarily focuses on the comprehensive flexural strengthening of reinforced concrete (RC) beams using FRCM. To achieve this, three RC beams were intentionally partially damaged, and subsequently, two layers of FRCM were applied with three distinct strengthening strategies, including options with and without mechanical anchorage. These beams were then subjected to a monotonic four-point bending loading test. Monitoring of the front face of the beam is carried out using the Digital Image Correlation (DIC) technique, while the bottom and back faces were equipped with three acoustic sensors, each with a frequency range of 20-1000 kHz. It was observed that the FRCM strengthening strategy involving mechanical anchorage proved highly effective in increasing the load capacity of the beam by approximately 20% when compared to other strategies using a similar percentage of fabric reinforcement. The analysis of acoustic emission (AE) data involved the assessment of parameters such as AE cumulative hits, Cumulative signal strength, event rate, RA-AF, and historical index. These metrics helped identify different test phases based on changing trends in event rate and RA-AF over time. The historical index revealed the patterns of significant events.

Flexural behavior of PRCFST column-column connection with transfer sleeves

This paper proposes a new configuration of PRCFST (prefabricated reinforced strength concrete-filled steel tubular) column-column connection with transfer sleeves. First of all, five PRCFST column-column connections were conducted by monotonic loading tests. The failure modes, plastic deformation, and flexural capacity of column-column connections were discussed in detail. Secondly, the finite element analysis (FEA) model was validated in main indices and failure modes. Finally, the flexural performance of PRCFST column-column connections was investigated by parameter analysis. The parameters included width-thickness ratio (D/t), column cross-sectional size (D), anchorage length (l0), and the number of steel bars (n), steel bars strength (fy,r), concrete (fc), and shear-span radio (L/D). The size effect is one of the main parameters to affect the flexural capacity of the PRCFST column-column connections. The flexural capacity of the PRCFST column-column connection increased with the l0, n and fy,r, while decreased with D/t. But the fc and shear-span ratio L/D play a little effect on the flexural capacity of the new PRCFST column-column connections.

Test, modelling and design of a demountable stainless steel bar connection system for precast concrete pavements

To promote the reuse of precast concrete pavement units, an innovative demountable stainless steel bar connection system is proposed in this paper. Monotonic load tests were conducted to investigate the effects of the width of the stainless steel bar connection, the width and the end distance of the stainless steel plate on the mechanical behaviour of the proposed connection system. As localised concrete crushing was observed after tests, the stainless steel bar connection system was updated with an expanded contact area between concrete and steel. Test results revealed that specimens with the updated connection system exhibited high initial stiffness with low concrete compressive stress concentration. Finite element analysis (FEA) was then carried out to further investigate the parameters that affected the structural performance of the updated connection system. According to the deformations of the stainless steel bar connection and high-strength bolts, an analytical approach was developed to predict the design load of the proposed connection system. Design recommendations were finally summarised based on the obtained test and parametric analysis results to guide the demountable connection design.

SA-based concrete seismic stress monitoring: The influence of stirrup confinement and concentric compression

Piezoelectric-based smart aggregates (SA) stress monitoring relies on the establishment of the relationship between macro- and meso-stress of concrete. However, the high-level transversal confinement induced by stirrup confinement and concentric compression can significantly affect the randomness of concrete meso-stress and failure patterns. This study investigates the influence of such high-level confinement on SA-based seismic stress monitoring in concrete. In this light, four identical transversely confined concrete columns and four counterpart plain concrete specimens were prepared, each with a height of 400 mm and a circular cross-section with a diameter of 185 mm. Each specimen has six SAs embedded and a total of 24 SAs were used for confined and unconfined specimens, respectively. Two distinct concentrically compressive loads were successively adopted, including repeated and monotonic loading. The core concrete stress was determined using a finite element model coupled with load and strain monitoring. Additionally, the coefficient of variations of SA output was computed to demonstrate the randomness of meso-scale stress in confined and unconfined concrete. Furthermore, we calculated the SA stress rates for confined and unconfined concrete specimens during the monotonic loading test to detect concrete unloading. The test results show that the influence of the stirrup-confined concrete under concentric compression on SA-based concrete stress monitoring reduces the randomness of meso-stress. Moreover, the stress variation ratio proves effective in identifying concrete crushing in both confined and unconfined concrete.

Experimental and Numerical Study on the Shear Performance of the Stone Panel–Panel Joint in Stone Cladding

The evaluation of the shear performance of stone panel–panel joints (SPPJs) in stone cladding has important engineering significance, as it plays a crucial role in stone cladding failure. The purpose of this paper is to analyze and predict the influence of the dimension and the Young’s modulus of sealant on the shear performance of SPPJs. Based on monotonic and cyclic loading tests, the effects of Young’s modulus and the dimension of sealant on the failure characteristics, stress–strain characteristics, stiffness degradation, and energy dissipation capacity of an SPPJs were investigated. According to finite element analysis, the strain distribution of an SPPJ under monotonic loading was analyzed for different sealant widths and number of sealant layers. The results indicate that the failure modes of SPPJs change with the variation of sealant amount. As the Young’s modulus of the sealant increases, the shear failure strength and shear yield strain of SPPJs increase. The increase in sealant thickness reduces the shear failure strength and stiffness of SPPJs. Based on the same shear strain, the increase in the sealant thickness enhances the cumulative energy consumption of SPPJs. The strain concentration zone of the specimens with two sealant layers in unilateral SPPJs becomes larger with the increase in sealant width.

Study on Joint Connection Performance of an Innovative Tooth Groove Connection and Vertical Reinforcement Lapping in Reserved Hole

In order to explore the horizontal joint connection performance of the innovative tooth groove connection and vertical reinforcement lapping in the reserved hole, five horizontal joint specimens were designed and constructed in this paper. Through the combination of monotonic horizontal load tests and finite element simulation analysis, the effects of axial compression ratio, vertical reinforcement connection degree, reserved hole type, mortar strength, and tooth groove depth on the horizontal joint connection performance of innovative tooth groove connections and vertical reinforcement lapping in reserved holes were comprehensively analyzed and discussed. The results indicated that the specimens were subjected to penetration failure at the tooth groove joint, but the vertical reinforcements and UHPC in reserved holes can effectively transfer the stress, ensuring satisfactory connection performance. With the increase in axial compression ratio and vertical reinforcement connection degree, the joint connection performance enhanced gradually, while the reserved hole type had little effect on the joint connection performance. In addition, it was found that increasing the mortar strength and the tooth groove depth can significantly improve the peak bearing capacity through finite element analysis. Finally, the optimization design suggestions for this innovative tooth groove connection and vertical reinforcement lapping in the reserved hole were given considering factors such as joint connection performance and construction assembly.

Research on hysteretic performance of a semi-rigid energy dissipation connection for precast cladding panels

A novel semi-rigid energy dissipation connection (SEDC), capable of transitioning the precast cladding panel from a rigid connection to a flexible connection with the primary structure as the seismic action increases, is proposed in the present study. The combination of the bending part and friction part endows the connection with the ability to provide adjustable sliding force and sufficient energy dissipation for the precast cladding panel. The design methods of SEDC, including the elastic stiffness, the yield force, the yield displacement, and the bear capacity, are proposed, followed by a coordinated design method between the precast cladding panels and the primary structure based on SEDC. Fourteen SEDC specimens are designed and tested under monotonic and cyclic loading tests to investigate the semi-rigid workability of SEDC and to evaluate the influence of design parameters of the bending and friction parts. Two working processes, which are the static friction process and the sliding friction process, are clearly reflected by the monotonic test results. The cyclic test results indicate that the SEDC specimens demonstrate satisfactory plastic development with full hysteretic curves, stable load capacity, reliable deformation ability, and favorable energy dissipation ability. The U-shaped bending plates exhibited a track-like deformation pattern without any observed tears or cracks. The NAO friction pads demonstrated a fragmented damage pattern, while the Brass friction pads demonstrated a linear scratch damage pattern. SEDC specimens equipped with Brass friction pads exhibited better low-cycle fatigue performance, which can be attributed to the favorable wear resistance of the Brass material. In addition, finite models of SEDCs are established and validated based on Abaqus. The combined working mechanism of SEDC, including the contribution ratio of load capacity and dissipated energy from the bending part and the friction part, is clearly revealed. Furthermore, the influence of parameters including the thickness (t), width (B), straight section length (l), radius (R), and height (h) of the bending part, as well as the pre-tightening force (pc) and the friction coefficient (f) of the friction part, are also summarized based on both the experimental and numerical analyses. Further discussions, including the calculation of the seismic behavior factor and the measurements for accurate construction, are conducted.

Evaluating the Rutting Potential of Asphalt Mixtures with Simple and Practical Tests

The objective of this study was to explore the use of monotonic loading tests (“monotonic tests”) as screening tools to assess the rutting potential of dense-graded asphalt surface mixtures in Virginia. To that end, three monotonic tests—the indirect tensile at high temperature (IDT-HT) test, the rapid rutting (RR) test, and the Marshall stability and flow (MS) test—identified from the literature, were evaluated using 16 plant-produced asphalt mixtures with “A” and “D” designations. The scope of the work also included performing the multiple stress creep and recovery test on the extracted and recovered binders. The results were applied to assess the monotonic tests and the asphalt pavement analyzer (APA) test relative to each other using several performance metrics. The results were also employed to develop performance threshold criteria for the tests being considered. The results showed that the IDT-HT and RR tests can be used to screen the rutting potential of asphalt mixtures meeting the Virginia Department of Transportation (VDOT) mixture volumetric and gradation requirements for A and D mixtures. The initial performance criteria for the IDT-HT and RR tests were established for these mixtures. Based on the results, the IDT-HT test was found to be the most suitable alternative test to the APA test.

Application of digital image correlation to derive Paris' law constants in granite specimens

This study investigates the effectiveness of Digital Image Correlation (DIC) as a powerful tool for deriving Paris' law constants in black granite specimens subjected to cyclic loading. A series of monotonic and cyclic loading tests on rectangular granite specimens yields valuable insights into geological material fatigue behavior, establishing monotonic tests as foundational references for subsequent cyclic loading experiments. Innovative DIC software application enables precise tracking and analysis of Crack Mouth Opening Displacement (CMOD) values, revealing distinct, observable patterns in crack growth during cyclic loading. A notable contribution lies in the implementation of a compliance calibration technique integrating Finite Element Method (FEM), facilitating the direct linkage between CMOD values and effective crack lengths, resulting in highly accurate Paris' law constants. With an average of 1.04 E −7 for C and 8.95 for m, these constants are essential for predicting fatigue crack propagation in granite specimens. This research underscores DIC's efficacy as a pivotal fatigue analysis tool, enhancing predictive capabilities for structural safety and durability assessments in geological materials, while emphasizing the crucial role of advanced imaging and numerical techniques in material science and structural engineering. It lays a robust foundation for future geological material studies and comprehensive structural integrity assessments.

Performance of a Corrugated Metal Pipe with Shallow Burial Depth in Loosely Compacted Sand: Soil Box Test and 3D Finite Element Modeling

There have been many studies that have investigated the behavior of buried corrugated metal pipes (CMPs) in culvert applications. However, full-scale testing of buried culverts is a major undertaking since performing numerous large-scale tests is not always possible. A large-scale physical test was done on a corrugated metal pipe with a 1.52 m diameter under a monotonic loading test. The finite element modeling (FEM) tool (ABAQUS) was employed to verify and simulate different behaviors of a pipe-soil system. The finite element model showed a suitable match with the laboratory test results and properly identified local buckling as the failure mode for testing conditions, a CMP buried under shallow cover. The FE model indicated satisfactory performance in predicting the strains, bending moments, thrusts, and pressure distribution in the CMP. Subsequently, the behavior of CMP pipes was examined by increasing 25% and 100% in the burial depth and loading pad area, respectively. Results indicated that with an increase in the burial depth by 25%, the maximum deformation of the pipe at the crown decreased by approximately 31%. An increase in loading pad size by 100% led to a decrease in minimum factor safety at the crown by approximately 93%.

A practical framework for assessing the effect of cyclic softening of clays on the lateral response of single piles

Single pile foundation has been widely used for the most offshore wind turbines to resist the cyclic loading resulted from the wind and wave. The cyclic loading can result in the degradation of the shear strength and the stiffness of clays surrounding piles. This study proposed a practical framework for assessing the effect of cyclic softening of clays on the lateral response of piles. A 3D finite difference model was developed for the pile – soil interaction under cyclic loading and then verified by full-scale monotonic and cyclic lateral load tests conducted on the single pile in clay. The cyclic softening behavior of undrained clays was described by a nonlinear dynamic softening constitutive model developed by the authors. The effect of the loading type (i.e., one-way and two-way loading) and the loading amplitude on the cyclic lateral response of piles was investigated. Moreover, a prediction function was proposed and was demonstrated to be effective in estimating the evolution of cumulative peak lateral displacement of cyclically loaded single piles in clays. The proposed practical framework provides an alternative for predicting the cyclic response of single piles in clays based on the monotonic lateral load test of piles.

Experimental investigation of in-plane loaded timber-framed rammed earth panels. Part I: Monotonic shear-compression tests

Rammed earth walls show comparatively good performances with respect to vertical loads, while their stiffness and strength against horizontal loads are often unsatisfactory. Preliminary indications about the timber-framed rammed earth panel (TREP) stiffness and load bearing capacity have been obtained from a first experimental study that has been expressively set up and performed to investigate the TREP in-plane static behavior. The present part I, together with the subsequent part II (companion paper), illustrates and discusses the key experimental results obtained from the compression-shear loading tests performed on rammed earth panels reinforced by a contouring timber frame. In the present part I of the paper, the monotonic loading tests are carefully analyzed, the results are discussed, and the detected damage modes are explained. The results seem to show that the reinforcing timber frame provides a substantial benefit enabling the development of an effective “strut-and-tie” resisting mechanism that effectively exploits the compressive strength of the rammed earth panel and promotes a ductile failure mode.

Numerical simulation and seismic performance analysis of sacrificial-energy dissipation beam-column joint

To enable secondary energy-dissipating components to actively attract and dissipate seismic energy, a new type of sacrificial-energy dissipation beam-column joint (SEDJ) was proposed for frame structures. During strong earthquakes, the post-yield strength of the SEDJ was actively weakened by the shear failure of the bolts, and the friction between the friction plates and metal plate ensured that the SEDJ could fully dissipate the seismic energy. Meanwhile, the adjacent column and beam components remained elastic after the earthquake, so as to achieve the purpose of protecting the main beam and column components. Based on finite element analysis of the SEDJ using a solid element model, the expected seismic performance of the SEDJ was verified through displacement-controlled monotonic and cyclic loading tests. The peak strength Fu and post-yield strength Fr of the SEDJ could be controlled by adjusting the shear strength of the bolts and the preload of the friction plate and metal plate connecting bolts. Furthermore, the effectiveness of the SEDJ was evaluated by applying it to a three-story steel frame structure, and a parametric analysis was conducted. The results indicate that appropriately and actively reducing the post-yield strength of the SEDJ, with Fr/Fu equal to 0.3, provides the most favorable effect on improving the plastic dissipation energy distribution of the beam and column components and reducing the damage to the bottom column under strong earthquakes. Meanwhile, the structure meets the requirements of inter-story drift under design basis earthquakes and the collapse resistance under maximal considered earthquakes. The SEDJ only requires the replacement of the bolts and friction plates after the earthquake. Therefore, this study can provide new ideas for designing seismic-resilient structures.

Experimental study and numerical simulation on shear behavior of steel and concrete composite beam with molybdenum tailing

To improve the flexural performance of steel–concrete composite beams and alleviate the problem of sand depletion caused by the application of concrete structures, this paper proposes a new type of steel-molybdenum tailings concrete composite beam. In order to further study the shear performance of the new type of steel-molybdenum tailings concrete composite beam, this paper couples molybdenum tailings replacement ratio (0%, 50%, and 100%) and shear span ratio (1 and 2) as research parameters, designs a total of six 1:2 scaled composite beam models, and conducts monotonic loading tests to study the failure process, failure mode, ultimate bearing capacity, deformation, and local strain of some typical measuring points of the new composite beam. The steel and concrete composite beam with the molybdenum tailing has the similar mechanical behavior for each ratio of the shear span to the effective depth with that of the steel and concrete composite beam. In addition, they have a little difference in the failure processes for each ratio of the shear span to the effective depth, whereas they show typical diagonal compression failure mode for the ratio of the shear span to the effective depth is equal to 1 and the representative shear-compression failure mode for the ratio of shear span to effective depth is 2, and have no obvious difference in failure mode for each ratio of the shear span to the effective depth. Their shear resistance mechanism is basically the same. Furthermore, based on the validated finite element model, this paper conducted a parameter extension analysis. The finite element results show that: The ultimate load bearing capacity of the steel and concrete composite beam with molybdenum tailing varies significantly with the beam section size (beam section width and beam depth), reinforcement ratio, and the ratio of the shear span to the effective depth; Whereas it has little relation to the steel plate thickness. This provides the necessity and feasibility to use the steel and concrete composite beam with the molybdenum tailing in engineering practice. The proposed equation in this study is based on the previous researches and the simulated and test results. The proposed equation is rigorous and thorough and the predicted results are highly accurate and effective.

Parametric study on lateral behavior of totally precast RC shear wall with horizontal bolted connection

Dry-type connections have gained considerable popularity worldwide due to their superior construction efficiency and quality. However, a significant drawback of most conventional dry-type connections is the direct embedding of connectors in the concrete wall panel, consequently causing stress concentration in the connections and leading to extensive spalling of concrete. This study introduces an innovative high-strength bolted connection as a solution to address the problem of stress concentration in concrete. To evaluate the seismic performance of the high-strength bolted connection, monotonic lateral loading tests were conducted. In this study, a finite element (FE) model was developed using ABAQUS software, and validated through experimental results. Furthermore, a parametric study was conducted using the FE model to assess the influence of several key design parameters on the lateral response and anti-slip capacity of the bolted connection in the precast shear wall. These parameters include bolt specifications, anti-slip coefficient, flange thickness of the H-connector, widths of the initial gap, axial compression ratio, and connection arrangement. The results indicate that the anti-slip capacity is not significantly influenced by the flange thickness of H-connectors and initial gap width, but it increases with an increase in bolt specification, slip coefficient, and axial compression ratio. Additionally, the ultimate bearing capacity of the precast shear wall remains unaffected by both the anti-slip coefficient and the initial gap width. Moreover, the high-stress area of the H-connector is concentrated at the ends. Finally, the design parameters are recommended according to the numerical analysis results.