Sleeve Connection Research Articles

Experimental study on mechanical properties of corroded grouted sleeve splice

Grouted sleeve splices are widely used in precast-concrete (PC) structures. Although extensive tensile tests have been conducted on grouted sleeves, the force mechanism and changing rules of grouted sleeve connections as influenced by environmental corrosion have rarely been investigated. Accelerated corrosion and monotonic tensile tests were conducted on twenty-five grouted sleeves. The investigated variables of the sleeve splices were the degree of corrosion, rebar eccentricity, and geometrical sizes of the rebar and sleeve. Based on the test results, the three-dimensional corrosion characteristics of the sleeve were analyzed, and the influences of the corrosion distribution, rebar eccentricity, and sleeve size on the failure mode, force–displacement curve, and strain distribution of the sleeves were discussed. The results indicated that the surface roughness parameters Sz, Sa, and Sq of the sleeve increased with an increase in corrosion. As a result of sleeve corrosion, the failure mode of the grouted sleeve connection changed from rebar fracture to sleeve fracture, accompanied by an increase in the longitudinal and circumferential strains of the sleeve, and reductions in strength, deformation capacity, and energy dissipation ability. In addition, the rebar eccentricity led to an uneven strain distribution in the circumferential direction.

Experimental study on seismic performance of internal cruciform joints of grouting sleeve connection for modular integrated construction

Modular integrated construction (MiC) adopts room units that integrate maintenance structure, decoration and equipment pipelines in the factory-made modules, resulting in a lack of operating space for connecting modules at the construction site. In the previous research, the joints between modules are usually hinged or semi-rigid connections and partial strength joints. In this paper, a new type of joint with the grouting sleeve connection is proposed to connect modules horizontally and vertically, which is more convenient for construction and does not conflict with interior decoration. Six full-scale cruciform joints were tested to study the effect of axial compression ratio and different structural details. The test results presented the failure mode, stiffness, ductility, and energy dissipation of the specimens. The ultimate inter-story drift ratio is between 4.78 % rad and 5.96 % rad, which is larger than the requirement of 4 % rad in the special moment frame (SMF) system. The horizontal connection plate between modules can cooperate the deformation of left and right beams and columns, and significantly improve the lateral resistance of the joint. The vertical connection between modules did not slip or open and the grouting material is not broken. The inner and outer reinforced plates in the beam-to-column connection can transfer the tensile force of the beam flange well so the outer sleeve does not tear, and the wedge-shaped stiffener can inhibit the cracking of the beam-to-column connection. EC3 Part 1–8 was adopted to evaluate the stiffness characteristic of the proposed connection, indicating that the proposed joint can be classified as rigid joint for the non-sway frame. Finally, the theoretical ultimate resistance of the joint under the ideal failure mode is obtained, which is lower than the test results, indicating that the plastic development of the joint is sufficient and can be classified as full-strength joint.

Seismic performance of precast multi-segment columns with grouted sleeves: Experimental and numerical investigations

This research explores the seismic performance of multi-segment columns, which are gaining attention due to their segmented prefabrication and assembly that address transportation and installation challenges. The main objective is to investigate the effective use of grouted sleeves as connections, both between column segments and to the foundation, in order to achieve satisfactory seismic behavior. To achieve this objective, an experimental program involving reversed cyclic tests was conducted on three precast specimens, which were compared to a reference conventional cast-in-place (CIP) column. The precast specimens featured grouted sleeve connections, with variations in the number of column segments and the connection types. The test results showed higher peak strength but reduced ductility in the grouted sleeve specimens compared to the CIP column. Moreover, multi-segment columns displayed significant improvements in ductility (12.8%), deformation capacity (27.0%), and energy dissipation (14.8%) compared to the single-segment column. Transferring grouted sleeves to the foundation further improved ductility by 18.0%. In parallel, a finite element (FE) modeling method was developed, with simplified representations of cushions and grouted sleeves. The FE results exhibited satisfactory agreement with the experimental findings, validating the accuracy of the developed FE models in terms of hysteresis curves, residual displacement, peak strength, and energy dissipation.

Seismic Performance of Cementitious Grout Filled Coupler and Sleeve Connections in Precast Wall Panels under Cyclic Lateral Loading

This study investigated the seismic performance of cementitious grout filled coupler and sleeve connections in precast wall panels under cyclic lateral loading. The effectiveness of these connections in enhancing the seismic performance of precast concrete walls was evaluated. In many countries, grouted coupler connections are the preferred option, whereas sleeve connections were more commonly utilized in India due to the belief that a greater portion of the dowel being grouted enhances structural stability. Tests were conducted on full scale precast wall panels to study the behaviour of connections by applying a displacement-controlled cyclic lateral loading and the results were discussed. The experimental study revealed that the cementitious grout filled coupler connection exhibited better seismic performance and was recommended for precast wall panel connections over the grouted sleeve connection. Compared to the grout filled sleeve connection, the specimen with an unbonded segment demonstrated an 8% rise in energy dissipation, while the specimen with a grouted coupler connection displayed a 55 % increase.

Seismic performance of innovative prefabricated reinforced recycled concrete shear walls

In this study, the seismic performance of innovative prefabricated recycled concrete shear walls has been investigated. Unlike the conventional grouting sleeve connections, the "button-head bars" grouting connections to connect the walls have been proposed. Four shear wall specimens with different construction types (two semi-prefabricated, one fully-prefabricated, and one cast-in-place) were tested under low-cyclic loading. The fully-prefabricated wall was connected to the foundation only using the proposed button-head bars; while for the semi-prefabricated walls, the two cast-in-place concealed columns were arranged at both edges of the wall. The failure modes, hysteretic behavior, skeleton curves, strength, ductility, stiffness and degradation process, energy dissipation, and strain characteristics were investigated. The influence of axial force ratio and construction type on the seismic performance of the shear walls was analyzed. The results showed that the seismic performance of semi-prefabricated shear walls and cast-in-place shear walls was similar. The shear slip for the cast-in-place, semi-prefabricated, and fully-prefabricated shear walls was 0.3 mm, 0.32 mm, and 0.78 mm, respectively. The cast-in-place concealed columns could effectively limit horizontal shear slip. An increase in the axial force ratio significantly enhanced the strength and energy dissipation capacity of semi-prefabricated specimens. The ultimate strength according to different design codes was calculated, with the Chinese GB-50010 design code providing the most accurate prediction of the strength of prefabricated shear walls.

Numerical simulation method for quantitative assessment of fully-grouted sleeve connection damage state and performance under thermal coupling

Post-earthquake secondary fire is the major hazard prefabricated concrete (PC) structures face and is currently a hot research topic. Fully-grouted sleeve connection (FGSC) is the main connection method for PC structures, whose failure can result in serious consequences. However, the research on FGSC with tensile damage at elevated temperatures is limited and only at the experimental stage. To enrich the related studies, we proposed a 2D model that considers material damage in good agreement with the corresponding experimental results. 15 finite element models are established with two key parameters, tensile displacement, and temperature, to further investigate the mechanical performance of FGSC under force-thermal coupling. The temperature and damage distribution of FGSC are presented, in addition to the critical temperatures that cause the force state to change. The study results show that the damage pattern of FGSC mainly depends on the tensile phase, and the temperature-induced force can create non-negligible damage to the material. Based on this, the trends of axial and radial forces of FGSC have been summarized as well as their new prediction equations whose coefficients of determination are 99.36 % and 99.83 % in the elevated temperature stage. The numerical simulation method and conclusions obtained are the essential basis for the subsequent study of the response of PC structures under post-earthquake secondary fires.

Investigation on Seismic Behavior of a Novel Precast Shear Wall System with Different Infill Wall Constructions

Construction industrialization addresses various challenges in the traditional construction industry, enabling building structures to conserve resources and enhance energy efficiency while reducing emissions. Precast shear walls involve the factory-based production of components, followed by transportation to a construction site for assembly. The method of connecting these components is crucial for precast concrete shear wall systems. Common connection methods include lap-spliced connections, post-tensioned connections, welded connections, bolted connections, and sleeve connections. However, challenges such as construction precision and technology proficiency have limited their application. In response, a novel precast concrete shear wall system utilizing angle steel connectors has been proposed. These angle steel connectors enhance the shear resistance of horizontal joints between precast concrete shear walls and the foundation, providing provisional support for specimen positioning and installation. Presently, the seismic performance of this innovative precast shear wall system under the combined actions of cyclic horizontal loads and axial pressure or tension has been extensively investigated. In practical engineering applications, precast concrete shear wall systems are often accompanied by infill walls. However, there is limited research on the seismic performance of precast concrete shear wall systems with infill walls. To address this gap, this study designed and fabricated two novel precast concrete shear walls with different infill wall constructions. One specimen featured an infill wall composed of a single wall panel, while the other had an infill wall consisting of two panels. Pseudo-static tests were conducted on both specimens under constant axial compression. Subsequently, the seismic performance and force mechanism of the two specimens were compared with the novel precast concrete shear walls without infill walls. The test results demonstrated that the specimen with two infill wall panels exhibited superior overall performance compared to the one with a single continuous infill wall panel. Furthermore, it was observed that, during the loading process, the edge columns of specimens with infill walls provided the majority of the increased load-bearing capacity, while the infill walls made a limited contribution to the overall load-bearing capacity of the structures.

Seismic performance of corroded prefabricated column-footing joint with grouted splice sleeve connection: Experiment and simulation

Steel corrosion is a critical factor in the seismic performance degradation of prefabricated concrete structures. In this study, the constant current accelerated corrosion method was employed to achieve targeted corrosion levels in steel bars within prefabricated column-footing joints connected by a grouted splice sleeve (GSS). Following that, a quasi-static cyclic experiment and numerical simulation method were employed to investigate the seismic performance of the specimens under various corrosion levels. Seismic performance indicators of specimens including the hysteresis curves, skeleton curves, bearing capacity, ductility coefficient, stiffness, and cumulative energy dissipation are examined. The results demonstrate that the failure modes of all column-footing joints are flexural failures. Specimens with steel bar corrosion levels below 14.1 % show negligible impact on the seismic performance. However, as the corrosion level increases, both the bearing capacity and cumulative energy dissipation capacity of the specimens significantly decrease. The horizontal displacement and ultimate displacement corresponding to the maximum bearing capacity are only 50.5 % and 45.2 %, respectively, compared to the non-corroded specimen. Additionally, a refined finite element model of prefabricated column-footing joints with GSS connections under different corrosion levels is developed and the hysteresis and skeleton curves obtained by numerical simulation are verified to be in good agreement with the experimental results. The numerical simulation outcomes regarding peak load and corresponding horizontal displacement maintain a relative error within 15 % compared to the experimental results.

Time Reversal Method for Lamb−Wave−Based Diagnostics of Multiple−Sleeve Grouting Connections

The grouting quality of the grouting sleeve connector is crucial for ensuring the stability of prefabricated building components. In practical engineering, the grouting sleeve is often arranged with multiple sleeves, and there is no feasible nondestructive testing method for testing the complex arrangement of the sleeve grouting joints in the embedded state. Building upon the feasibility of nondestructive detection of single socket grouting connectors, this study discusses the feasibility of defect detection and the severity of defects. Simulation results are used to investigate the choice of the best excitation signal. For different simulated damage cases, it is proven that the selected damage index can be very sensitive, and both the location and the extent of the damage can be detected successfully. The results demonstrate that with the section injury rate ranging from 10% to 40%, the reverse focus peak decreased from 20% to 60% compared to no injury. The effectiveness of the Lamb−wave−based time reversal method in detecting the internal grouting defects of multiple grouting sleeve joints is proven. This paper focuses on the detection study of the Lamb−wave−based time reversal method and proves its ability to perform the detection task effectively and accurately.

Seismic performance of centrifugally prefabricated square hollow columns: Experimental and numerical study

In this study, five 1/2.8-scale centrifugally prefabricated square hollow column specimens are experimentally investigated under quasi-static cyclic test, to evaluate the seismic performance of such columns with different design details. The specimens include one cast-in-place (CIP) specimen and four precast specimens, which aims to study the influencing factors of grouted splice sleeve connection, concrete grade, filled concrete, and tie bars. Damage development, hysteretic behavior, ductility, effective stiffness, energy dissipation, and residual displacement are compared, analyzed and summarized. Finite element modeling is then conducted for all specimens, and improved modeling approach is proposed. The improved modeling approach has considered structural nonlinear behavior by incorporating a new way of material modeling, other than conventional types of material. Detailed parametric analysis is also performed, and reasonable ranges of each factor are proposed. The new approach will potentially provide references for numerical simulation of such centrifugally prefabricated square hollow columns, which balances modeling accuracy and computational efficiency.

Seismic performance of precast lightweight aggregate concrete shear walls with supplementary V-ties

This study examined the flexural behavior of a precast lightweight aggregate concrete shear wall (PLCSW). To minimize crosstie arrangement congestion in the boundary elements and improve ductility, the conventional reinforcing crosstie was replaced with the supplementary V-tie developed by Yang et al. Additionally, a bolting technique, which combines steel plates, bolts, and nuts, was applied to the PLCSW wall-to-base connection. The behavior of these specimens was compared with the flexural behavior of conventional precast concrete shear walls (PCSW) connected via the spliced sleeve technique. Eight PCSW specimens with different crossties (supplementary V-ties or conventional reinforcing crossties) were prepared and wall-to-base connection techniques (bolting or spliced sleeve connections) applied. All specimens were tested under constant axial load and cyclic lateral loads. The ductility performance of PCSW was verified through a comparative analysis of the displacement ductility ratio and work damage index between the PCSW with supplementary V-ties and those with conventional reinforcing crossties. The ductility performance of PCSW utilizing supplementary V-ties and the bolting technique exhibited superior ductile performance resulting in a high work damage index, which was 1.22 times higher than that of the PCSW with conventional reinforcing crossties. Meanwhile, even though the shear wall specimens connected via the spliced sleeve technique were produced with normal-weight aggregate concrete, their work damage indices were slightly lower than those of the specimens utilizing conventional reinforcing crossties and the bolting technique. Consequently, the PCSWs with the spliced sleeve did not satisfy the seismic connection performance requirements specified in NEHRP, whereas the precast sand-lightweight aggregate concrete shear walls with supplementary V-ties utilizing the bolting technique satisfied the requirements. Therefore, the ductility and seismic connection performances of PCSWs with a complex detail arrangement of the boundary element can be effectively improved by using a supplementary V-tie and applying bolting techniques.

Equivalent plastic hinge length of sleeve connected precast bridge piers

The paper proposes a method to calculate the deformation capacity of sleeve connected precast piers by assuming different curvature distributions for three types of damage forms. It also presents a calculation method for the displacement capacity of the top of precast piers. The study analyzes test data from 46 sleeve-connected precast piers to determine the classification of the three damage forms and the impact of design parameters on the plastic hinge length. Additionally, an equivalent plastic hinge model for precast piers with sleeve connections is established, considering bending, shear, longitudinal bar slip, and sleeve length. The F-Δ curve is determined through the utilization of the suggested equivalent plastic hinge model and the cast-in-place (CIP) based equivalent plastic hinge model, and the test results of three precast piers are compared. The results show that the precast pier with sleeve connection can experience three distinct types of damage: the pier bottom damage, the double plastic hinge zone damage and the sleeve top damage. According to the theory of correlation degree, the damage form of precast piers is more significantly affected by the axial compression ratio, while its impact on the equivalent plastic hinge length is relatively smaller. As the axial compression ratio increases, the influence of sleeve length on the equivalent plastic hinge length also increases. The proposed four parameter calibration equation for the equivalent plastic hinge length in this study has highly correlated properties. This equation demonstrates improved accuracy in simulating the F-Δ curve for the three distinct damage forms when compared to the CIP model, and the calculated value is well fitted with the experimental value.

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.

Experimental and numerical investigation of bolted steel endplate with bonded sleeve end connections for pultruded GFRP circular tubular hollow beams

The paper presents an experimental and numerical investigation of bolted steel endplates with bonded sleeve connections developed for connecting pultruded glass fibre-reinforced polymer (GFRP) circular tubular beams. The moment-rotational responses were investigated in detail in terms of initial rotational stiffness, moment capacity, and rotation capacity for all the connections. The effect of endplate thickness and bonded sleeve length was also investigated. Predominant failure modes include bending and yielding of thinner endplates, while thicker endplates with low bonded sleeve lengths exhibit splitting failure in the bonded GFRP beam region. Available design codes for steel joints were used to classify the developed connections in terms of rigidity and strength. The failure modes from the finite element models were well matched by the experimental observations, which include the deformation of the endplate and the cohesive failure within the bonded sleeve region with the GFRP beam.

Experimental investigation on seismic behavior of the precast shear wall systems with different connection methods under the coupling action of axial tension and cyclic horizontal load

The grouting sleeve connection and lapped steel bars connection are widely used for the connection, while they often require skilled workers, concealed work, and high installation accuracy, and can be expensive and cause significant damage to horizontal construction joints under earthquakes or extreme winds. To address these issues, based on the lap-spliced connection, the angle steel connectors were installed on the precast shear walls and foundation beams to improve the shear resistance and connection performance of horizontal construction joints and reduce construction issues. In practice, shear walls in high-rise structures may experience the coupling action of axial tension and cyclic horizontal load under strong earthquakes or extreme winds, resulting in an unfavorable state of tension bending or tension shear coupling stress for the shear wall systems. As the height-width ratio of these structures increases, there is a significantly increased possibility of shear wall structures experiencing tension bending or tension shear. In this study, five shear walls with different connection methods were manufactured and tested under the coupling action of axial tension and cyclic horizontal load. And the results suggested that the shear resistance of precast concrete shear walls at the horizontal construction joint significantly influenced their seismic performance and concrete damage when subjected to axial tension and cyclic horizontal loads. The precast shear wall system that utilized lapped steel bars and angle steel connectors for connections exhibited the best seismic performance. Additionally, the continuous horizontal construction joint formed by integral prefabrication (containing the edge components) slightly reduced the seismic behavior of the novel precast shear wall system utilizing lapped steel bars and angle steel connectors. The new precast shear wall system utilizing angle steel connectors has the potential to be an effective means of providing seismic resistance in high-rise structures that are subjected to the coupling action of axial tension and cyclic horizontal load.

Full-scale experimental study on seismic performance of repaired precast shear walls

To improve the framework of seismic resilience assessment and design of precast concrete (PC) structures, and to contribute to the development of loss consequence functions for PC shear walls (PCSWs), a repair method for seismically damaged PCSWs using grouted sleeve connections was investigated and the seismic performance of repaired PCSWs (RPCSWs) was verified in this study. Specifically, full-scale experimental investigations were conducted involving a reinforced concrete shear wall (RCSW) as a counterpart and two RPCSWs, which were repaired based on two damaged PCSWs (one without grouting defects and the other with a 60% defect ratio) previously tested, aiming to identify the effect of grouting defects on the damage mode of PCSWs and the corresponding repair effect. Two specimens were repaired with reference to the concrete replacement method for the RCSW. The seismic performances of the RCSW, two RPCSWs, and PCSW without grouting defects were compared. Test results indicated that the damage evolution and failure modes of the RPCSWs were similar with those of the RCSW and PCSW without grouting defects. The relative differences in the loads and displacements of the critical points of the four specimens were generally less than 5.9%. Although the seismic performance of the PCSW with grouting defects was significantly different from those of the RCSW and PCSW without grouting defects, it was restored, thus verifying the reliability and versatility of the repair method. The research outcomes can provide important reference for the repair of seismically damaged PCSWs connected using grouted sleeves as well as lay a foundation for advancement of loss consequence functions for such shear walls.

Flexural behavior of precast lightweight aggregate concrete insulation panels

This study examined the effect of different panel-to-base connection techniques on the flexural behavior of precast lightweight aggregate concrete (PLC) panels with an embedded honeycomb cardboard for lighter weight and better insulation performance. Eight full-size PLC insulation panels were prepared with test parameters including panel-to-base connection techniques, the compressive strength of concrete (fc′), and continuity of span. All panel specimens were tested under symmetrical two-point top loadings in each span. The test results revealed that the flexural design process specified in the code American Concrete Institute 318-19 commonly underestimated the flexural cracking and moment capacity of the PLC specimens. The PLC insulation panel specimens with an fc′ exceeding 13 MPa could be classified into grade 1 as specified in the code KS F 4736, indicating a good flexural resistance. For conservative flexural design of PLC insulation panels, the use of the conventional spliced connection and modified spliced sleeve connection could be considered as a fixed end, whereas the use of screw-bolt-and-spring connections could be considered as a hinged end. The displacement ductility ratios of PLC insulation panels with an fc′ of 24.5 MPa were approximately 1.2 times higher than those of the counterpart PLC insulation panels with an fc′ of 13 MPa, because more severe cracks along the insulation materials were observed in the specimens with lower fc′ values.

Microstructures and mechanical property of post-fire grouting sleeve connections considering concrete cover

The performances of grouting sleeves for connections (GSCs) were critical for safety of prefabricated concrete structures especially after building fire. The consideration of concrete cover around sleeves was insufficient in previous studies which was essential for predicting the properties of GSCs in actual engineering. This study simulated the building fire, and the properties of post-fire GSCs with different concrete covers were explored. The influences of peak temperature (200 °C-800 °C) and the thickness of concrete cover (15 mm, 25 mm) on the strength of grouting materials and the anchorage performance of GSCs were analyzed. TG, MIP and SEM were used to reveal the deterioration of hydration products and microstructures of post-fire grouting materials. The failure mode, load–displacement relation and internal damage phenomenon of post-fire GSCs were tested, the prediction formula of bonding strength and peak temperatures was established. Furthermore, the prediction formula of bearing capacity of post-fire GSCs were recommended in condition of two kinds of concrete cover. The results showed that the peak temperature of 600 °C was upper limit of acceptability for GSCs under the protection of concrete cover. Increasing the thickness of concrete cover could slightly relieve the decomposition of hydration products and deterioration of microstructures of grouting materials, and then improve the bearing capacities of GSCs.

Experimental study on seismic performance of precast concrete shear walls with defective and repaired grouted sleeve

Grouted sleeve connections (GSCs) have been widely used in precast concrete (PC) shear wall structures. It is critical to reveal the effect of insufficient grouting on the seismic performance of PC shear walls (PSWs), and to recommend as well as validate the repair method for insufficient grouting defects. To achieve this, three full-scale PSWs were tested under cyclic loads: one PSW without grouting defects, one PSW with grouting defect, and one repaired PSW with initial grouting defect. The effects of defect ratio and repair action were analyzed and the test results indicated: 1) bar slip dominated the failure of the specimen with the defect ratio as expected, rather than the flexural failure mode for the specimen without defects. After the occurrence of bar slip, a significant rocking phenomenon was observed, and the damage to concrete was alleviated. The pinching phenomenon was observed for the hysteretic curves, and the strength, deformation, and energy dissipation capacities were significantly lower than those of the specimen without defects, particularly the ductility. 2) The bar-slip behavior was effectively prevented after the repair of the grouting defect, and the repaired specimen exhibited the expected flexural failure mode. The damage evolution mode, strength, deformation capacity, and energy-dissipation capacity were generally comparable with those of the specimen without defects. Rocking behavior and pinching phenomenon were not observed after repair. The negative influences of insufficient grouting were approximately eliminated, thus validating the feasibility and reliability of the repair method.

An Experimental Study on Plate Splicing of Prefabricated Plate Foundation

Tower foundations are generally of a cast-in-place structure with the disadvantages of low industrialization level and long construction period. The development of prefabricated foundation for transmission line projects is efficient to improve the industrialization level of the construction of tower foundation. In this study, the schemes of post-pouring belt U-shaped steel connection, post-pouring belt lap connection, grouting sleeve connection, and post-tensioned bond prestressed reinforcement connection, which have been widely used on building structures, are newly proposed to apply on plate foundation. The schemes were compared on processing, transporting, on-site constructing and performance. The pseudo-static tests on cast-in-place plate strip, post-pouring belt U-shaped steel connection and post-pouring belt lap connection plate strip were carried out. The results revealed that all the test plate bands were damaged in the bending mode, same as that of ordinary concrete. When U-shaped steel is adopted, more than 90% of the cast-in-place bearing capacity can be reached. The initial stiffness of prefabricated plate strip and cast-in-place strip is basically the same. The load-bearing capacity of the component is relevant to the anchorage length of the U-shaped steel. Although increasing the concrete strength of post-cast belt can improve the ultimate bearing capacity and shorten the construction period, the deformation capacity is reduced. Compared to other connection methods, post-pouring belt U-shaped steel connections have the advantage of simple construction, higher bearing capacity and stability. In summary, the post-pouring belt U-shaped steel connection scheme is recommended.