Experimental Study on Seismic Performance of Transversely Ribbed Corrugated Steel Plate–Steel Pipe Concrete Shear Wall

Abstract

To enhance the seismic resilience of building structures and refine the stability and longevity of buildings, it is essential to implement strategies that not only reinforce their structural integrity but also ensure their enduring functionality. The seismic performance test of corrugated steel plate–concrete–filled steel tube shear walls with transverse ribs was studied. Three specimens of shear walls featuring transversely ribbed corrugated steel plates filled with concrete were fabricated, namely, a C–shaped shear wall with four square steel tube concrete columns (specimen C40), a C–shaped shear wall with vertical loading beams (specimen C40X), and a C–shaped shear wall with two steel tube concrete columns (specimen C40LX). Each specimen was equipped with transverse–rib corrugated steel plates with the same parameters. The seismic performances of the specimens were tested by applying loads to different specimens through the displacement–controlled loading system. The tests show that the hysteretic curves of test piece C40 and test piece C40X are not full compared with that of test piece C40LX; the cracking load, yield load, peak load, and ultimate load of both are significantly lower than those of test piece C40LX; and the energy consumption levels of test piece C40 and test piece C40X are relatively weak. The test piece C40LX obviously has a high ductility coefficient, and the stiffness decrease under load is relatively small. During the loading process, the strain change law of the vertical reinforcement in the bottom section of the wall also maintains a reasonable state. It can be seen that the C–shaped transverse–rib corrugated steel plate–concrete–filled steel tube shear wall with two concrete–filled steel tube columns has a higher seismic performance.

1. Introduction

With the rapid development of modern building technology, the requirements for the seismic performance of structures are also increasing, especially in earthquake–prone areas [1]. The propagation of seismic waves will cause a dynamic response in the building structure; seismic waves have multi–frequency and multi–directional characteristics, so that the vibration of the building structure will lead to seismic inertia and shear force [2]. The vibratory impact of seismic waves can result in the deterioration and eventual collapse of building structures, causing the structure to bend, developing misalignment and torsion. Especially when the frequency of the seismic waves is close to or similar to the structure’s self–oscillation frequency, the resonance phenomenon may lead to the intensification of the structure’s destruction [3]. At the same time, during the conveyance of seismic forces within a building structure, there is a tendency for stress to become concentrated at certain points; in some parts of the building, the value of stress will be much larger than the design strength of the structure, resulting in the destruction of the place [4]. This stress concentration phenomenon is particularly obvious to the structural damage [5]. Therefore, the study of new seismic materials is important [6].

At present, many scholars have conducted research on building seismic materials. For example, Vedatrayee, Class A [7] studied the seismic vulnerability assessment of buildings through experimental investigation, numerical simulation, and vulnerability assessment. This method explored the crack mode, damage expansion, load resistance, and failure mechanism of the test piece through the shaking table test under two–way seismic excitation on a 1:5 two–story reinforced concrete setback building model. It was found that the yield load is relatively small and cannot resist the action of the high–strength load. For example, Pehlivan et al. [8] studied the seismic performance evaluation of cold–formed steel buildings. This method improves the lateral bearing capacity and stiffness of the building frame shear wall by increasing the number of fasteners between the sheathed plate and the frame members or by providing sheaths on both sides of the plate. However, in the process of compression, the vertical strain of the reinforcement is relatively large, so it cannot guarantee the stability of the building. Tohamy, M. A., et al. [9] studied the evaluation of seismic strengthening of soft–story buildings with a gap diagonal bracing system. This method uses the gap diagonal bracing system to strengthen soft–story buildings under seismic load, improving the stability of the building, but under the distance load, the overall energy consumption level of the building is low. Ghamari et al. [10] studied the seismic performance of high–performance steel plate shear walls. This method prepared steel plate shear wall specimens whose stiffness, ductility, and energy absorption all maintain good effects, but their ultimate load is relatively low in the compression process, and their bearing capacity is weak.

Among many new seismic structures, the transversely ribbed corrugated steel plate–steel pipe concrete shear wall has received wide attention because of its unique structural form and material combination. This structural system combines the transverse–rib corrugated steel plate and steel pipe concrete [11]. The presence of the transverse–rib corrugated steel plate not only increases the stability of the wall, but also provides an additional energy dissipation mechanism under seismic action to minimize the damage and destruction of the structure [12]. However, despite the theoretically excellent seismic performance of the transversely ribbed corrugated steel plate–steel pipe concrete shear wall, its application in practical engineering still needs further experimental verification and research [13]. Therefore, this paper aims to investigate the seismic performance and the influencing factors by designing and testing cross–rib corrugated steel plate–steel pipe concrete shear wall specimens with different parameters. Specifically, three different specimens are designed and tested for the key performance indexes, such as hysteresis, stiffness degradation, and vertical reinforcement strain at the bottom section of the wall.

2. Materials and Methods

2.1. Selection of Specimen Materials

In the test, three 1/2 scale single–span double–layer C–shaped transverse–rib corrugated steel plate–concrete–filled steel tube shear wall specimens were designed and manufactured. The structural parameters of the edge frame and the corrugated steel plate of the transverse rib of the specimen are the same, and the main difference lies in the type of shear wall. The three specimens are as follows: a C–shaped transverse–rib corrugated steel plate–concrete–filled steel tube shear wall (specimen C40) with four square, concrete–filled steel tube columns; a C–shaped transverse–rib corrugated steel plate–concrete–filled steel tube shear wall (specimen C40X) with vertical loading beams; and a C–shaped composite transverse–rib corrugated steel plate–concrete–filled steel tube shear wall (specimen C40LX) with two concrete–filled steel tube columns. The edge frame columns of the test pieces are made of square steel tube concrete columns with a section size of 100 mm × 100 mm, of which the square steel tube wall thickness is 6 mm, and it is filled with C40 concrete (Beijing Haiyan Xingye Concrete Additive Sales Co., Ltd., Beijing, China). Cross–section specification of the cross–beam between floors is H120 × 74 × 5 × 8. A stiffening beam is set in the middle of the C–shaped transverse–rib corrugated steel plate–concrete–filled steel tube shear wall specimen, which is made of a 10# I–beam, and the section specification is H100 × 68 × 4.5 × 7.6. A transverse–rib corrugated steel plate with a wall thickness of 3 mm is used in the shear wall (including the short leg part). Butt welds are used between the beams and columns of the edge frame and between the stiffening beam and the edge frame. Corrugated plates are connected to the edge frame and stiffening beam by double–sided fillet welds. The size and structure of the test piece are shown in Figure 1.

2.2. Material Properties Analysis

In order to meet the requirements of a strong frame and weak plate in the shear wall design, Q355 steel (Jinan Iron and Steel Alliance Materials Co., Ltd., Jinan, China) is used for the construction of the edge frame beam and column, and Q235 (Tianjin Chenhe Steel Co., Ltd., Tianjin, China) steel is used for the embedded corrugated steel plate and stiffening beam. Q355 steel, due to its high yield strength and tensile strength, can ensure that the edge frame beams and columns of the shear walls maintain sufficient structural stability and safety when subjected to complex loads. The high–strength characteristics of this steel meet the requirements of “strong frame and weak plate” in shear wall design, which means that the edge frame should have strong bearing capacity and stiffness to effectively resist external forces while allowing the internal panels to undergo plastic deformation when necessary to dissipate energy, thereby improving the overall seismic performance of the structure. Therefore, choosing Q355 steel for the construction of the edge frame beams and columns is based on sufficient consideration of its mechanical properties to ensure the rationality and safety of the structural design. During the fabrication of wallboard, material samples shall be taken for key components and tensile tests of steel properties shall be conducted before the test of the test pieces. The measured mechanical properties of the steel of each component are shown in

Table 1. Analysis of mechanical properties of steel.

Position	Yield Strength/MPa	Tensile Strength/MPa	Modulus of Elasticity/MPa	Elongation/%
Column steel tube	416.06	517.66	200,623	32.1
Horizontal beam flange	415.37	507.75	203,153	29.6
Horizontal beam web	457.52	608.54	209,139	22.7
Stiffened girder web	412.74	562.72	212,117	39.3
Corrugated steel plate	337.84	482.31	183,675	27.5

. During the pouring of steel pipe concrete, a 150 mm–long cube test block is made in the same batch.

2.3. Specimen Loading Program Design

(1) Study of the experimental devices: In order to verify the seismic performance of the concrete shear wall specimens with different transverse ribs of corrugated steel plates and tubes, the loading scheme of this test is a proposed static test in which the vertical axial force is fixed, and then repeated horizontal displacements are applied, and the loading device is divided into a vertical loading device and a horizontal loading device. The vertical loading device mainly includes the counterforce beam, sliding support, vertical jack, and distributing steel beam; the vertical jack, with the help of the counterforce beam, is applied to the vertical concentration of force on the top of the wall above the distributing steel beam, and then, through the stiffness of the distributing steel beam, is more uniformly applied to the top of the wall on the top of the loaded beam, so as to avoid localized compression damage of the specimen in the top of the loaded beam [14]. The sliding trolley moves horizontally with the vertical jack to ensure that the load is always acting vertically downward on the centerline of the member. The horizontal loading device consists of a counterforce wall, a horizontal actuator, and a horizontal connecting device. The horizontal connecting device holds the top of the specimen–loaded beam and hinges with the horizontal actuator through the high–strength screw and the two ends of the steel plate, and then, it is fixed on the counterforce wall in order to apply a horizontal push and pull load on the specimen [15].

In the test process, the lower part of the specimen is fixed on the ground to form the mechanical requirements of the bottom solid end of the specimen through the three–part device of the horizontal support body, horizontal jack, and ground anchor bolts, and the vertical jack oil pump and the horizontal actuator oil pump are controlled manually to ensure that the vertical load is stabilized and the horizontal cyclic push–pull load is applied. The displacement loading stage is mainly controlled by the real–time data transmitted from the displacement meter of the specimen [16]. The test loading device is illustrated in Figure 2.

(2) Loading program design: The test loading program uses a displacement–controlled loading system before the formal test. First, to the top of the wall is applied 50~70% of the vertical preload, repeated 2 times, in order to flatten the ground on the small debris and eliminate the specimen inside the organization due to vibration, maintenance, and other reasons for the inhomogeneity of the specimen. Subsequently, the vertical load is loaded in 2~3 sections to 30% of the cracking load. When loading formally, the axial force is kept unchanged during the test; then, 40~60% of the expected cracking load of the specimen is applied; and then, it is gradually increased to the cracking load and the observations recorded. After obtaining the forward and reverse specimen cracking loads, the displacement is zeroed. The full displacement control loading cycle is carried out throughout the whole process, and the displacement object of this “displacement control” is taken as the vertex horizontal displacement of the specimen. The displacement–controlled loading method is a common method in the seismic performance testing of structures, which mainly takes the displacement as the control value and loads the specimen with equal amplitude according to the multiples of the yield displacement as the increase value in the later stage of the test. During the displacement–controlled loading process, the test was completed when the horizontal force decreased to less than 85% of the maximum horizontal force.

2.4. Specimen Measurement Point Arrangement

During the test, the horizontal reaction force is monitored by the sensor built into the test device. Six horizontal displacement meters (A1~A6) are arranged at the height of 50 mm, 600 mm, 1260 mm, 1920 mm, and 2420 mm from the bottom of the side–column side of the shear wall specimen, from bottom to top, to measure the shear deformation of the shear wall. The displacement gauges A3 and A4 are located at the height of the interlayer beam to measure the lateral deformation of the side column in the shear plate plane and the extended side column, respectively. Vertical displacement meters V1 and V2 are set at the ground beam and column bottom plate to monitor the bottom anchoring effect. Before the test, the surface of the shear wall specimen is whitewashed with lime water to observe the deformation and plastic development. The testing device for the horizontal reaction force sensor is shown in Figure 3. The horizontal displacement meter is shown in Figure 4. Three types of shear wall specimens are shown in Figure 5.

2.5. Test Methods

2.5.1. Load Hysteresis Characterization

The hysteresis curve can visualize the deformation characteristics of the specimen under loading, and the shape and change of the hysteresis curve can be observed to understand the deformation of the specimen at different loading stages and then evaluate its seismic performance [17]. In this paper, the hysteresis characteristics of three kinds of transversely ribbed corrugated steel plate–steel pipe concrete shear wall specimens under loading are analyzed.

2.5.2. Skeleton Curve Analysis

Based on the loading test results, the skeleton curves of the transverse-rib corrugated steel plate–steel pipe concrete shear wall specimens were plotted, and the cracking load, yielding load, peak load, and ultimate load, as well as the corresponding deformation capacity of the specimens during the loading process, were recorded through the skeleton curves to reveal the development pattern of the specimens in various stages, such as elasticity to cracking, cracking to yielding, yielding to peak, peak to ultimate, and so on.

2.5.3. Ductility Analysis

The so–called ductility in the transverse–rib corrugated steel plate–steel pipe concrete shear wall specimen exceeds the elastic limit state in the absence of significant strength or stiffness degradation of the deformation capacity [18], which means that the transverse–rib corrugated steel plate–steel pipe concrete shear wall specimen in the destruction of the latter part of the deformation capacity to withstand before the damage. Ductility can be expressed in various ways, including curvature ductility and displacement ductility [19]. In this specimen test, the displacement ductility coefficient with the vertex displacement of the data is used, and the calculation method is shown in Equation (1).

$$\mu ={\displaystyle \frac{\left(\left|{\mathsf{\Delta }}_{+\mu }\right|+\left|{\mathsf{\Delta }}_{-\mu }\right|\right)}{\left(\left|{\mathsf{\Delta }}_{+y}\right|+\left|{\mathsf{\Delta }}_{-y}\right|\right)}}$$

(1)

Among them, ${\mathsf{\Delta }}_{+\mu }$ and ${\mathsf{\Delta }}_{-\mu }$ indicate the positive and negative limit displacements of the specimen, and ${\mathsf{\Delta }}_{+y}$ and ${\mathsf{\Delta }}_{-y}$ indicate the positive and negative yield displacements of the specimen.

2.5.4. Analysis of Energy Consumption

Energy dissipation capacity is an important index to evaluate the seismic performance of transversely ribbed corrugated steel plate–steel pipe concrete shear wall specimens, which refers to the ability of transversely ribbed corrugated steel plate–steel pipe concrete shear wall specimens to absorb the energy from the unrecoverable deformation under the action of load [20]. It is usually measured by the area included in the load–deformation hysteresis curve and based on the principle of equal energy dissipation, i.e., the work done by the equivalent viscous damping ratio can be further determined, and the larger the ratio is, the better the hysteresis cyclic energy dissipation capacity of the member is [21]. The equivalent viscous damping ratio calculation sketch can be expressed by Figure 6.

Combined with the analytical equivalent viscosity coefficient calculation sketch in Figure 6, Equation (2) can be used to calculate the energy consumption ${\xi }_{eq}$ of the cross–rib corrugated steel plate–steel pipe concrete shear wall specimen:

$${\xi }_{eq}={\displaystyle \frac{1}{2\pi }}{\displaystyle \frac{S_{ABC}+S_{CDA}}{S_{\mathsf{\Delta }OBE}+S_{\mathsf{\Delta }ODF}}}$$

(2)

In Equation (2), $S_{ABC}$ and $S_{CDA}$ represent the area of curve ABC and CDA, respectively; $S_{\mathsf{\Delta }OBE}$ and $S_{\mathsf{\Delta }ODF}$ are the area enclosed by triangle OBE and triangle ODF, respectively.

2.5.5. Stiffness Degradation Analysis

In the loading process, the stiffness of the first cyclic cut line of each level of displacement cycle is defined as the equivalent stiffness $K_i$, which can be calculated by Equation (3):

$$K_i={\displaystyle \frac{Q_i}{{\mathsf{\Delta }}_i}}$$

(3)

In Equation (3), $Q_i$ denotes the first cyclic load of each level of displacement cycle; ${\mathsf{\Delta }}_i$ indicates the displacement value corresponding to the displacement stage.

2.5.6. Strain Analysis

By monitoring the strain changes in the vertical reinforcement in the bottom section of the wall, the mechanical response of the transversely ribbed corrugated steel plate–steel pipe concrete shear wall specimens during the loading process can be deeply understood. This response includes the force state and deformation characteristics of the reinforcement, which is helpful to evaluate the overall performance and safety of the transversely ribbed corrugated steel plate–steel pipe concrete shear wall structure.

3. Analysis of Test Results

According to the above process, three 1/2 scale C–shaped corrugated steel plate–steel tube concrete shear wall specimens were prepared, and their quality was ensured through strict material performance verification. Subsequently, precise loading devices were installed, including vertical and horizontal loading systems, and displacement gauges and sensors were arranged to monitor key parameters during the testing process. After adjusting the state of the specimen during the preloading phase, formal loading began, gradually applying horizontal displacement loads and recording data until the specimen reaches the failure standard. The entire experimental process aimed to comprehensively evaluate the seismic performance of the specimens and provide a reliable basis for engineering practice. The specific experimental results are as follows.

3.1. Specimen Hysteresis Curve Analysis

The hysteresis curve of the specimen helps to verify the accuracy of the theoretical analysis and numerical simulation, and it can be compared and analyzed with the results obtained through theoretical calculations or numerical simulations to evaluate the predictive ability and reliability of the model. It is a key tool for understanding the seismic performance and influencing factors of transversely ribbed corrugated steel plate–steel tube concrete shear walls. It presents the seismic performance of the shear walls under different design parameters in an intuitive and quantitative manner, providing strong experimental evidence for optimizing building structure design and improving seismic performance.

The hysteresis curves of three kinds of transversely ribbed corrugated steel plate–steel pipe concrete shear wall, and the results are shown in Figure 7.

Figure 7 visually illustrates the changes in the hysteresis curves of the three types of transversely ribbed corrugated steel tube concrete shear wall specimens (C40, C40X, C40LX) during loading, which is one of the key indicators for evaluating the seismic performance of structures. During the loading process, the nonlinear behavior, such as plastic deformation and yield inside the material, causes inconsistency in the loading and unloading paths of the specimen, resulting in discontinuity on the hysteresis curve. According to the analysis in Figure 7, it can be seen that after the peak bearing capacity of specimen C40, the stability of the hysteresis curve decreases, and the specimen suddenly undergoes crushing failure. This is because the sudden release of nonlinear behavior, accumulated to a certain extent within the material, leads to discontinuity in the curve. After reaching the peak bearing capacity, specimen C40X can continue to bear increasing displacement, but its bearing performance is weaker compared with specimen C40LX. The hysteresis curve of specimen C40LX is fuller than that of specimens C40 and C40X. After reaching the peak bearing capacity, the hysteresis curve is more stable and can withstand more cycles. Therefore, the bearing effect of specimen C40LX is significantly better.

3.2. Analysis of Specimen Skeleton Curves and Ductility Coefficients

(1) Specimen skeleton curve analysis: combined with the hysteresis curves of three kinds of transverse–rib corrugated steel plate–steel pipe concrete shear wall specimens, the specimen skeleton curve is drawn, and the analysis results are shown in Figure 8.

According to Figure 8, compared with the three test pieces, the ultimate displacement of test piece C40 is significantly lower than that of test pieces C40X and C40LX, and the peak load of test piece C40 remains the lowest among the three test pieces. The ultimate displacement of the test pieces C40X and C40LX is relatively large, and the C40LX test piece has better deformation capacity in the later period under the load. At the same time, the ultimate displacement of the test piece C40LX is significantly higher than those of the other two test pieces. Therefore, the compression effect of the test piece C40LX is better. This is mainly attributed to the optimization of its structural design and the rationality of its material combination. The synergistic effect of transversely ribbed corrugated steel plate and steel–reinforced concrete may enhance the overall stiffness and bearing capacity of the specimen, while the design of the corrugated steel plate effectively disperses stress concentration and improves the crack resistance of the specimen.

(2) Analysis of ductility coefficient: Combined with the skeleton curve of each specimen, the analysis results are shown in

Table 2. Performance analysis of specimens.

Specimen Number	Load Action	Cracking Load/kN	Yield Load/kN	Peak Load/kN	Ultimate Load/kN	Ductility Coefficient
C40	Forward direction	266.6	289.6	413.5	351.4	3.4
	Reverse	-	297.9	467.7	397.5	3.6
C40X	Forward direction	402.8	424.6	452.6	384.7	4.1
	Reverse	-	431.4	603.3	512.8	4.2
C40LX	Forward direction	453.4	461.7	612.5	520.6	4.7
	Reverse	-	492.2	623.4	529.8	4.8

.

According to Table 2, among the three groups of specimens, the cracking load, yield load, peak load, and ultimate load of specimen C40LX are significantly higher than those of the other two specimens, and the ductility coefficient of this specimen also remains at a high level. The larger the ductility coefficient of the shear wall specimen is, the stronger the compression performance of the specimen is. For the shear wall specimen, the larger ductility coefficient means that the specimen can absorb more energy when subjected to earthquakes and other external forces, and large plastic deformation occurs without immediate failure, thus improving the seismic performance and safety structure. Therefore, the shear wall specimen with the larger ductility coefficient has stronger ductility, better deformation capacity, and higher safety, which is conducive to resisting the destructive force under extreme conditions such as earthquakes and ensuring the safety of buildings and personnel.

3.3. Energy Consumption Analysis

(1) Energy dissipation value analysis: The energy dissipation values of three kinds of transverse–rib corrugated steel plate–steel pipe concrete shear wall specimens were analyzed under different horizontal displacements to evaluate the seismic effect of the specimens, and the results of the analysis are shown in Figure 9.

The higher the energy dissipation value of the specimen in the process of horizontal displacement, the better its seismic performance. The energy dissipation value reflects the inelastic deformation energy dissipation value structure in the cycle. The high energy dissipation value means that the structure can more effectively consume energy through elastic–plastic deformation when subjected to earthquake and other external forces, thus reducing structural damage. Comparing the three test pieces, the maximum energy consumption value of the test piece C40 is only about 120 kN·m, and of the three test pieces, its energy consumption value is at the lowest level. The maximum energy consumption value of the test piece C40X is between 180 kN·m and 210 kN·m. Although its energy consumption level has increased, it is still lower than the energy consumption value of the test piece C40LX, and the maximum energy consumption of the test piece C40LX can reach more than 250 kN·m. The non–elastic deformation ability of the C40LX structure enables it to more effectively absorb and dissipate energy when subjected to external forces. This efficient energy dissipation mechanism ensures that C40LX can maintain a high energy dissipation level under extreme conditions such as earthquakes, effectively reducing structural damage and demonstrating excellent seismic performance.

To further evaluate the seismic performance of the specimens, a set of experiments with dynamic performance analysis as the objective was designed. Modal and stress were selected as experimental indicators, and the experimental results of C40, C40X, and C40LX specimens were compared. The specific comparative analysis results are shown in the table.

According to

Table 3. Results of modal and stress comparison analysis.

Test Piece Type	Modal Frequency/Hz	Maximum Stress/MPa	Stress Decay Time/ms
C40	100	300	50
C40X	110	320	45
C40LX	120	350	40

, the modal frequency of the C40LX specimen is the highest, reaching 120 Hz, while the modal frequency of the C40 specimen is the lowest, at 100 Hz. This indicates that the C40LX specimen has a higher natural frequency during vibration, which is mainly related to its superior material composition or structural design. In terms of maximum stress, the C40LX specimen bears the highest maximum stress, reaching 350 MPa, indicating that it has a high strength limit. This further confirms the superiority of the C40LX specimen in terms of material properties. In terms of stress attenuation time, the C40LX specimen performs the best, with a minimum attenuation time of 40 ms, indicating that it can recover to a stable state faster after being subjected to impact or vibration. In summary, the C40LX specimen exhibits superior performance in dynamic performance analysis experiments, with higher modal frequencies, higher strength limits, and shorter stress decay times. These characteristics mean C40LX specimens have greater potential in engineering applications that require dynamic loading.

(2) Analysis of the change in the damping ratio of the three specimens in the process of horizontal displacement to verify the energy dissipation of the specimens in the state of horizontal displacement: Damping ratio is defined as the ratio of damping coefficient to critical damping coefficient. It is a dimensionless quantity used to quantify the ability of a structure to dissipate energy during vibration, reflecting the speed of vibration attenuation of the structure after being subjected to external forces.

The procedure was as follows: Apply an initial excitation to the specimen using the free attenuation method to induce free vibration, and record the amplitude attenuation during the vibration process. Using the attenuation waveform curve of the vibration signal, record the ratio of adjacent amplitudes of the specimen during free vibration, and calculate the damping ratio value. The analysis results are shown in Figure 10.

It can be seen from Figure 10 that the damping ratio of the three test pieces decreased before the horizontal displacement of the top 30 mm and then slowly increased. This phenomenon is because the concrete of the test pieces gradually cracked in the early stage, while the reinforcement did not yield into the platform section of the reinforcement stress–strain curve, while most of the reinforcement yielded and entered the platform section in the late stage, and the energy consumption capacity of the test pieces gradually increased. When the damping ratio is larger, it means that the internal damping effect is stronger when the test piece is subjected to external force, which can consume the vibration energy faster and make the vibration attenuate rapidly. In this case, the resistance of the specimen to deformation is stronger. It can be seen from the comparison of the three test pieces that the damping ratio of C40LX test piece is always at a high level. Therefore, this test piece can effectively guarantee its seismic performance.

3.4. Stiffness Degradation Analysis of Different Specimens

The stiffness degradation of three kinds of transversely ribbed corrugated steel plate–steel pipe concrete shear wall specimens under loading is analyzed, and the results are shown in Figure 11.

It can be seen from Figure 11 that the equivalent stiffness of the shear wall specimen will deteriorate with the increase in displacement during displacement loading. This is because during the loading process, the concrete continues to crack and degrade, the steel bars yield, fatigue plastic deformation occurs, and the bond force between the steel bars and the concrete continues to decrease, which together lead to the reduction in the stiffness of the test piece. This tendency of stiffness degradation is generally shown as fast first and then slow, and the decline amplitude gradually decreases. In the three kinds of test pieces, the equivalent stiffness of the test piece C40 changes are relatively large. When the displacement load reaches 120 mm, the equivalent stiffness has dropped to below 10 kN/mm, while the equivalent stiffness of the test piece C40LX remains at a high level, indicating that the deformation amplitude of the test piece C40LX is small during the displacement load process, which can maintain good seismic capacity. The superior performance of specimen C40LX in stiffness degradation analysis is mainly attributed to the optimization of its structural design and the synergistic effect of the materials. The C40LX effectively enhances the overall stiffness and load–bearing capacity of the specimen by tightly combining the transversely ribbed corrugated steel plate with the steel–reinforced concrete. During the loading process, although concrete may experience cracking and damage, C40LX corrugated steel plates and steel pipes can provide additional constraints and support, slowing down the yield and plastic deformation rate of the steel bars while maintaining good bond strength between the steel bars and concrete.

3.5. Strain Analysis of Vertical Reinforcement under Loading Processes

Three kinds of transversely ribbed corrugated steel plate–steel pipe concrete shear wall specimens were analyzed for the strain of vertical reinforcement in the bottom section of the wall during the loading process to judge the bearing capacity and seismic effect of the specimen reinforcement, and the results of the analysis are shown in Figure 12.

It can be seen from Figure 12 that in the initial stage of loading, the strain of the vertical reinforcement of the wall bottom section of the different test pieces is usually very small, which means that the structure is in the elastic working stage, and there is no significant plastic deformation. At this time, small strain means that the structure shows good stiffness and stability when resisting external loads. With the increase in load, when the specimen reaches the cracking load, the crack begins to develop, and the strain of the vertical reinforcement at the bottom section of the wall gradually increases. At this time, the increase in strain is the normal response, but it should not be too large to prevent the structure from entering the plastic working stage prematurely. When the load continues to increase, the strain of the vertical reinforcement of the wall bottom section further increases until it reaches the yield point. At this stage, the reinforcement begins to yield and the structure enters the plastic working stage. At this point, the moderate strain increase is the normal behavior of the structure to dissipate seismic energy through plastic deformation. However, excessive strain may lead to the loss of bearing capacity of the structure. When the load reaches twice the yield load, the strain of the vertical reinforcement at the bottom section of the wall increases significantly. At this stage, the structure has experienced large plastic deformation, so it is necessary to strictly control the strain size to avoid structural damage. Excessive strain may lead to steel bar fracture or overall instability of the structure. It can be clearly seen from the comparison of the three test pieces that the vertical reinforcement strain of the wall bottom section of the test piece C40 is greater than that of the other two groups of test pieces in the initial value stage, cracking stage, yield stage, and twice yield stage, while the vertical reinforcement strain of the wall bottom section of the test piece C40LX always keeps stable changes in the different stages, which shows that the bearing effect and seismic capacity of the test piece C40LX reinforcement are more perfect.

3.6. Displacement Time Variation under Applied Load

We recorded the displacement time chart of three types of transversely ribbed corrugated steel plate–steel tube concrete shear wall specimens during the loading process designed according to the loading plan. The results are shown in Figure 13.

As shown in Figure 13, the C40LX specimen exhibits higher load–bearing capacity throughout the entire loading process, and its displacement time curve can maintain good shape stability. In contrast, the C40 and C40X specimens exhibit significant fluctuations and irregularities in the early stages. By observing and analyzing the displacement time curve, key indicators such as seismic performance, ductility, and energy dissipation capacity of the specimen can be evaluated. The shape, slope amplitude, and position of the curve are important criteria for evaluating the performance of the specimen.

4. Conclusions

This article reports detailed tests on three different specimens of transversely ribbed corrugated steel plate–steel tube concrete shear walls, and deeply explores their seismic performance under earthquake action. The research results show that all specimens exhibit good seismic energy dissipation capacity, but specimen C40LX is particularly outstanding. Specimen C40LX has become the best choice for seismic performance among the three specimens due to its excellent hysteresis characteristics, skeleton curve, ductility, energy dissipation efficiency, stiffness retention ability, and vertical steel bar strain performance at the bottom of the wall section. This research achievement provides important reference for the future seismic design of buildings. As a new structural system, the transversely ribbed corrugated steel plate–steel tube concrete shear wall has the potential to significantly improve the seismic resistance of buildings.