Seismic response of a light steel structure integrated building with steel mortise

Abstract

Mortise–tenon joints play a crucial role in traditional timber structures to resist service and earthquake loading. In this work, the steel mortise–tenon connection from a traditional timber house was extracted and developed for a lightweight steel structure integrated building. This article presents a study on the dynamic performance of an integrated steel house with steel mortise–tenon connections. A shaking table test was conducted with a full-scale model and various excitation intensities. Various parameters, including the natural frequency, the equivalent stiffness of the structure, the structural damping ratio, the acceleration response and the displacement response, were analysed and discussed. In the test, the model frequencies decreased from 15.19 to less than 13.38 Hz, while the damping ratio increased by 32.6%. The test model survived all the input earthquake excitations (peak ground acceleration of up to 1.0g) with only minor damage, indicating the good seismic resilience of the building. The test results demonstrate that the integrated house structure with steel mortise–tenon connections is a good solution for withstanding earthquakes. An integrated structure bounded by a steel mortise–tenon system with proper design typically exhibits good seismic behaviour and can resist earthquake under different seismic levels in practice.

Keywords

full-scale model light steel structure seismic response shaking table test steel mortise–tenon connection

Introduction

Cold-formed thin-walled steel keel system buildings are primarily used in low-rise residential villas, apartments and other civil buildings. The use of this type of structural system in North America, Australia, Japan and other developed countries is rapidly increasing (Blümel and Fontana, 2004; Fülöp and Dubina, 2004a, 2004b; Fülöp and Iványi, 2004; Kotełko, 2004). The mortise–tenon connection, a connection form of the ancient Chinese wood structure (Chen et al., 2016; Luo et al., 2016), is a concave and convex joint used in wooden structures. The protruding part is called the tenon, and the concave part is called the mortise. Interlocking of the mortise and tenon makes the structure connected, as shown in Figure 1. This article develops a new type of joint for lightweight steel structures, the steel mortise–tenon (SMT) joint, based on the wood mortise–tenon joint. SMT joints, as shown in Figure 2, have certain rotation and ductility characteristics and do not significantly reduce the strength of the connection. Compared to a traditional steel structure joint, the new connection has the advantages of convenient design, low processing cost, easy installation, maintainability and replaceability. The integrated house with an SMT structure is based on the traditional frame structure and is a new form of architectural structure. At present, no structure dynamic test has been reported, nor has the steel tenon structure been considered in the design standards and specifications of buildings. The designs of integrated houses are based solely on the design specifications related to steel structures and wood structures. Considering the large number of sleeve forms adopted in the building, the building may exhibit highly nonlinear characteristics in certain extreme cases. As a result, the seismic performance of the integrated house with an SMT structure cannot be accurately evaluated using the traditional theory calculation and software analysis (Luo et al., 2016). However, using a simulated earthquake test on a shaking table with three-dimensional (3D) motion, the dynamic response of the steel tenon structure integrated house under various earthquake actions can be accurately reflected to enable the study of its seismic performance (Kim et al., 2006; Li et al., 2012, 2013; Lian and Su, 2017).

Figure 1.

Wood structure architecture with mortise–tenon joint in ancient China.

Figure 2.

Integrated building with SMT joints and assembly drawing of the SMT structure.

Research significance

In this study, to characterize the overall dynamic behaviour of the structural system, experimental evidence is obtained to establish the related design guidelines or suggestions for such steel integrated structures with SMT connections applied in an earthquake-hit area. Moreover, the test results may provide some technical support for the global popularization and application of integrated houses.

Design of the integrated house

The steel integrated building was designed and constructed by Suzhou Porshseal Windows Co., Ltd. The test model was a single room of the entire building on a full scale, that is, it can be used as a real house for living. Because of the use of the full-scale housing model, according to similarity ratio theory (Liu et al., 2017; Zhou and Lv, 2012), the similarity ratio of the shaking table test is 1.

Material of the main body

The main body of the integrated house is a steel structure frame composed of Q235 steel. The common components, such as the beams and columns, are designed according to the technical code of cold-formed thin-walled steel structures (GB50018-2002). The SMT joints were spliced together by different pieces with M16 bolt connection. There are six different types of splicing parts: the LK connector, LZ connector, TK connector, TZ connector, single-head connector and galvanized square sleeve. The specific dimensions of each type of connector are shown in Figure 3, and the SMT connection of any beam column node can be realized through different connecting pieces, as shown in Figure 4.

Figure 3.

Types of assembled parts of the SMT connection (unit: mm): (a) LK type, (b) LZ type, (c) TK type, (d) TZ type and (e) single-head type.

Figure 4.

SMT connection.

Roof structural and decorating layer

As a low-rise building, the roof structure is an important element to guarantee the plane rigidity of the house. In the integrated house, wooden trusses and reinforced wooden boards were adopted and connected by steel plates and bolts to form the roof structure. The entire roof is connected with the main body structure by bolts and steel plates, as shown in Figure 5. The walls and floors are made of wooden plants. All of the above materials can be recycled and reused in accordance with the environmental friendliness and environmental protection concepts.

Figure 5.

Roof structure of the house.

To simulate the floor load, a 12-kN (2 m × 3 m × 2 kN/m²) iron plate was placed on the floor of the house, as shown in Figure 6.

Figure 6.

Iron plate placed in the house.

To understand the effect of earthquake action on the surface decoration materials, the house was decorated according to real life. The outer decorated layer is made of PVC cladding panels, which have the advantages of being waterproof and flameproof, having moisture resistance, corrosion resistance and ageing resistance, and having a service life that can exceed 30 years.

The specific dimension of the test subject and an overview of the model after installation on the shaking table facility are shown in Figure 7.

Figure 7.

Specific dimensions of the test subject and photograph of the shaking table test specimen: (a) specific dimensions of the test subject, (b) the model without roof and decorative materials and (c) the test model.

Shaking table tests

Seismic wave selection arrangement of the instruments

The condition of the site soil is one of the most important factors determining the earthquake inputs for the dynamic test (GB50011-2010). Site class II in China is defined as when the overlaying thickness of the soft layer is 3–15 m and the average velocity of the shear wave in the soil layer is not greater than 140 m/s. Thus, the San Fernando earthquake wave (SANW; 2008, N-S) was selected to be suitable for Type II site soil. The Chichi wave and El Centro earthquake wave (ELW; 1940, N-S) were selected. Considering the local soil conditions, the stiffness characteristic of traditional timber structures and the specified pseudo-acceleration response spectrum in Shanghai local seismic code (DGJ08-9-2013-131101), one artificial wave record, the Shanghai artificial wave (SHW), was also selected. The SHW is a one-dimensional (1D) wave, whereas the others are 3D waves.

The test programme consisted of six phases, which were tests with maximum values for the seismic acceleration of ground motion of 0.10g (fortification 7 degrees), 0.20g (fortification 8 degrees), 0.4g (rarely earthquake of intensity 8), 0.62g (rarely earthquake of intensity 9), 0.8g and 1.0g. Before and after each test phase, a white noise wave with an acceleration amplitude of 0.05g was input to check the dynamic characteristics of the model. Except for the SHW 1D input, the Chichi, San Fernando and El Centro earthquake records are both X-direction inputs in certain phases and 3D inputs in the majority of the phases. Thus, as stipulated for 3D horizontal inputs by the code for seismic design of buildings (GB50011-2010), the ratio of peak ground acceleration (PGA) in the main direction to that in the secondary and tertiary directions was set at 1:0.85:0.65. The E-W component of the SANW and the N-S components of the ELW and the Chichi earthquake wave match along with the X-direction of the model. The detailed test programme and the designed and measured acceleration amplitudes of the shaking table are listed in Table 1.

Table 1.

Test programme.

Series no.	Intensity level	Input	Peak ground acceleration (g)
			Direction X		Direction Y		Direction Z
			Designed	Measured	Designed	Measured	Designed	Measured
1		White noise	0.05	–	0.05	–	0.05	–
2	Phase 1(fortification7 degrees)	El Centro	0.10	0.107	–	–	–	–
3		San Fernando	0.10	0.0948	–	–	–	–
4		Chichi	0.10	0.1112	–	–	–	–
5		SHW2	0.10	0.1071	–	–	–	–
6		El Centro	0.10	0.11	0.09	0.0783	0.07	0.0752
7		San Fernando	0.10	0.0953	0.09	0.0732	0.07	0.0652
8		Chichi	0.10	0.1048	0.09	0.0950	0.07	0.0783
9		White noise	0.05	–	0.05		0.05
10	Phase 2 (fortification8 degrees)	El Centro	0.20	0.1819	–	–	–	–
11		San Fernando	0.20	0.2089	–	–	–	–
12		Chichi	0.20	0.2170	–	–	–	–
13		SHW2	0.20	0.1902	–	–	–	–
14		El Centro	0.20	0.1814	0.17	0.1819	0.13	0.1145
15		San Fernando	0.20	0.1939	0.17	0.1857	0.13	0.1378
16		Chichi	0.20	0.2188	0.17	0.1658	0.13	0.1277
17		White noise	0.05		0.05		0.05
18	Phase 3 (rarely met8 degrees)	El Centro	0.40	0.4392	–	–	–	–
19		San Fernando	0.40	0.4158	–	–	–	–
20		Chichi	0.40	0.4081	–	–	–	–
21		SHW2	0.40	–	–	–	–	–
22		El Centro	0.40	0.4446	0.34	0.3114	0.26	0.2947
23		San Fernando	0.40	–	0.34		0.26
24		Chichi	0.40	–	0.34	–	0.26	–
25		White noise	0.05	–	0.05	–	0.05	–
26	Phase 4 (rarely met9 degrees)	El Centro	0.62	0.5745	0.51	0.5835	0.39	0.4052
27		San Fernando	0.62	0.6703	0.51	0.5615	0.39	0.3928
28		Chichi	0.62	0.6905	0.51	0.4674	0.39	0.3356
29		SHW2	0.62	0.6959	–	–	–	–
30	Phase 5	El Centro	0.80	0.7704	0.68	0.6410	0.52	0.5396
31		San Fernando	0.80	0.7468	0.68	0.6673	0.52	0.5213
32		Chichi	0.80	0.8226	0.68	0.5849	0.52	0.5690
33		SHW2	0.80	0.822	–	–	–	–
34	Phase 6	El Centro	1.0	1.08	–	–	–	–
35		San Fernando	1.0	1.10	–	–	–	–
36		Chichi	1.0	0.98	–	–	–	–
37		White noise	0.10	–	0.10	–	0.10	–

SHW: Shanghai artificial wave.

Arrangement of the instruments

The shaking table model test was conducted at the MTS shaking table facility at the State Key Laboratory for Disaster Reduction in Civil Engineering, Tongji University, Shanghai, China. The table can input 3D and 6-degree-of-freedom motions. The dimensions of the table are 4 m × 4 m. The shaking table can vibrate with two maximum horizontal direction accelerations of 1.2g and 0.8g and a maximum acceleration of 0.7g vertically.

A variety of instrumentations were installed on the model structure before testing to monitor the global response of the model structure during, for example, the tests and the development of local cracks. The accelerations, displacements and strains were measured by accelerometers (A), displacement gauges (D) and strain gauges (S), respectively. These transducers were installed and given priority for the monitoring of key positions, as shown in Figure 8. The arrangement of accelerometers on the roof is displayed in Figure 5(a). A total of four displacement gauges were distributed on the roof to record the horizontal displacements in the X- and Y-directions, as illustrated in Figure 5(b). Two strain gauges were placed on the bottom of each base of column for the purpose of monitoring the variation of their strains. All the test data were collected by a computer-controlled data acquisition system and can be transferred to other computers for further analysis.

Figure 8.

Sensor arrangement of the testing points (unit: mm): (a) west elevation, (b) east elevation, (c) roof plan and (d) floor plan.

Test results and analyses

Phenomena of the model during the test

Because the model was covered with an adornment layer by the house builder, the cracks or phenomena in columns, beams and joints cannot be observed directly during the test; nevertheless, the following experimental phenomena could be observed:

First, during the test, as the PGA of the earthquake increased, the overall appearance of the model did not exhibit clear deformation, disassembly or other accidents, visible cracks or damage on the surface of the house. At the end of the experiment, no parts of the model were damaged. After the PGA reached 1.0g, the doors and windows were still intact and they could be opened normally. There was no degumming, cracking or loosening in the stress concentration, such as at the corner of the door frame and window frame.

During the experiment, no solid samples were found to fall and the housing materials did not break down. However, in the process of strong earthquakes, liquid was dripping from the walls of the house. The liquid was the rainwater absorbed by the building wall during the transportation process. The analysis suggested that rainwater had no effect on the seismic performance of the house.

When the PGA reached 0.8g, a chair fell down in the house, indicating that the chair was strongly affected by the seismic force transmitted from the floor of the house.

After the removal of the decoration layer at the end of the test, no clear deformation or twist deformation of the structural parts was observed. The bolts in the SMT were not cut, nor did twist deformation occur.

Dynamic characteristics of the model structure

The model was scanned by white noise with low amplitude (PGA = 0.05g) after being subjected to different levels of excitation to monitor the change in its dynamic properties with respect to the earthquake excitation magnitudes representing different earthquakes. Table 2 lists the first natural frequency and damping ratio of the model in the two principal horizontal directions after being excited by PGAs of 0.1g, 0.2g, 0.4g and 1.0g. As the magnitude of seismic excitation increased, the model’s frequency gradually decreased, while the damping ratio increased via stiffness deterioration and structural damage accumulation.

Table 2.

Natural periods and damping ratios of the structural model.

PGA	Direction	First order		Second order
PGA	Direction	Frequency (Hz)	Damping ξ (%)	Frequency (Hz)	Damping ξ (%)
Initial	X	15.19	6.46	31.46	3.54
Initial	Y	13.80	6.27	20.81	4.70
After 0.1g	X	14.71	7.84	31.04	4.89
After 0.1g	Y	13.55	6.38	20.55	5.30
After 0.2g	X	14.83	7.25	30.87	4.08
After 0.2g	Y	13.48	6.45	20.44	4.79
After 0.4g	X	14.36	7.52	29.75	5.68
After 0.4g	Y	13.29	6.34	20.34	5.30
After 1.0g	X	13.38	8.57	28.20	4.95
After 1.0g	Y	11.23	8.44	17.65	5.89

PGA: peak ground acceleration.

The first two frequencies in the X- and Y-directions at the initial state are 15.19 and 13.8 Hz, respectively. This finding reflected that the model is asymmetrical in the X- and Y-directions.

After the input earthquake PGA reached 1.0g, the model structure was subjected to a stronger earthquake hit, resulting in an 11.9% decrease in the initial natural frequency in the X-direction, demonstrating that there was slight damage to the structure. The initial value of the first natural frequency in the Y-direction of the model was 13.8 Hz, which decreased to 11.23 Hz by the end of the test.

Considering only the first mode, according to the formula $f = (1 / 2 π) \sqrt{k / m}$ , in the case of a constant model mass, the stiffness of the structure is proportional to the square of the frequency f. Changes in the vibration frequency of the model structure reflect changes in the structure stiffness, and the stiffness degradation rate can be defined as

λ = \frac{k_{1} - k_{0}}{k_{0}} = \frac{f_{1}^{2} - f_{0}^{2}}{f_{0}^{2}}

(1)

where k₁ and k₀ are the stiffness and initial stiffness of the model structure during the test, respectively, and f₁ and f₀ are the frequency and initial frequency, respectively, during the test. The calculated stiffness degradation rates of the structure in the X- and Y-directions after the white noise stimulation are shown in Figure 9.

Figure 9.

Structural stiffness degradation.

Figure 9 graphically illustrates that the structural stiffness in the X- and Y-directions decreased gradually under a series of excitations with progressively increasing acceleration amplitudes, and a linear equation can be used to show the trend. After the PGA reached 1.0g in the tests, the lateral stiffness in the X-direction drops to 77.6% of the initial stiffness and that in the Y-direction decreases to 66.2% of the initial stiffness. The model structure was subjected to a certain amount of loss of lateral load resistance. The lateral stiffness in the Y main excitation direction degraded more rapidly than that in the X main excitation direction under different earthquake levels.

The variations in the damping amplitude increase in the X- and Y-directions at the end of each phase are illustrated in Figure 10.

Figure 10.

Variations of the damping ratio in the X- and Y-directions.

The damping ratio of the model structure reflects the structural energy dissipation capacity. As the amplitude of the earthquake input increased gradually, the damage of the integrated house with SMT developed progressively. The damping in the Y-direction increased gradually from the initial to the test phase of 0.4g, whereas these values increased rapidly after the test phase of rarely earthquake of intensity 8. This trend could have occurred because the assembly in the Y-direction is tighter than that in the X-direction. However, the damping increases in the X- and Y-directions are essentially identical at the end of the test.

Acceleration response

The ratio of the model acceleration measured to the corresponding input PGA is referred to as the acceleration amplifying factor. The distributions of the acceleration amplifying factor in the X- and Y-directions of the roof under the SANW, ELW, SHW and Chichi inputs for different earthquake levels are shown in Figure 11.

Figure 11.

Distributions of the acceleration amplification factors of the model: (a) under Chichi excitation, (b) under ELW excitation, (c) under SANW excitation and (d) under SHW excitation.

The acceleration amplifying coefficient obtained from the test phase with the PGA of 0.8g is greater than those of the other test phases at the same monitoring points. It can be observed from Figure 11 that the acceleration amplifying coefficient increases gradually as the intensity of the table excitations increases and then decreases in the phase with a PGA of 1.0g, indicating that the assembly of structure is tight until the end of the test phase. The acceleration amplifying coefficients of SANW, ELW and SHW at the same monitoring point are different under the same earthquake levels. Among the four earthquake waves, the acceleration response caused by ELW is the largest, primarily because the three seismic waves have different frequency spectrum characteristics (Xiao and Wang, 2013).

Displacement response

The maximum drifts in the X-direction obtained from ELW under different test phases are illustrated in Figure 12.

Figure 12.

Displacement envelope of the model under the ELW earthquake excitations.

As shown in Figure 12, the lateral displacement increased with increases in the intensity of shaking. The values of the maximum storey drift from Chichi, ELW and San Fernando under the rarely met 9-degree (0.6g), 0.8g and 1.0g earthquakes are summarized in Table 3.

Table 3.

Maximum values of the roof displacement.

	0.6g			0.8g			1.0g
	ELW	SANW	Chichi	ELW	SANW	Chichi	ELW	SANW	Chichi
X	4.31	7.56	5.63	5.72	9.45	7.42	6.87	11.76	8.93
Y	7.33	9.6	8.72	9.28	11.32	11.75	11.19	14.6	14.41

ELW: El Centro earthquake wave; SANW: San Fernando earthquake wave.

The maximum roof displacement response obtained from San Fernando is larger than those from ELW and Chichi under the same earthquake levels. The roof displacement responses in the Y-direction under different test phases are generally larger than those in the X-direction. The ratio of the maximum roof displacement to the total height in the Y-direction is 1/168 and 1/209 in the X-direction during the phase of the 1.0g earthquake acceleration, which is smaller than the allowable elastic–plastic inter-storey displacement angle of 1/50 stipulated in the code for seismic design of buildings (GB50011-2010). This observation is consistent with the ordinary assumption that the structure will neither collapse nor suffer damage that would endanger human lives when subjected to rarely occurring earthquakes with intensities higher than the design earthquake.

Column base stress

The maximum column base strains in the X- and Y-directions obtained under different test phases of the ELW, SANW, Chichi and SHW excitations are illustrated in Figure 13.

Figure 13.

Maximum column foot strains under earthquake levels (a) in the X-direction and (b) in the Y-direction.

As shown in the figure, the strain increased with increases in the intensity of shaking, and the strain responses in the X-direction under different test phases are larger than those in the Y-direction. For the Q235 steel, the elastic modulus is 2.06 × 10⁵ N/mm² and the yield strength is 235 MPa; thus, the yield strain is 1140 με. It can be seen from Figure 12 that the maximum strain is only 129 με, which is considerably lower than the yield strain, proving that the column base component is still in the elastic working stage. The four column feet are the most important mechanical parts of the house, as they are responsible for the vertical gravity, vertical seismic action and horizontal seismic load of work. The figure proves that the column feet can still operate in the elastic stage at the end of the test, that is, the house can withstand an earthquake acceleration of 1.0g and remain intact.

Comparisons with a masonry house of similar size and with similar dynamic parameters

In order to understand the dynamic property variation of structures with similar dynamic characteristics and dimensions by different materials and connection form, we conducted the following comparative studies.

In 2011, Wang and Xiao (2012) completed a shaking table test of recycled concrete masonry houses. Their studies are analysed in the journal Advances in Structural Engineering. That paper studied the seismic behaviour of recycled aggregate concrete (RAC) masonry houses at full scale on a shaking table. The dimensions and dynamic characteristics of the masonry house are similar to those in this study, but the main materials and processing methods are different, as shown in Figure 14. The main information of the two structures is provided in Table 4.

Figure 14.

General view of the RAC block masonry model.

Table 4.

Main information of the masonry house and integrated house with SMT connections.

Experiment	Dimensions	Weight (kN)	Frequency (Hz)		Damping (%)		Predominantmaterial	Processingmethod
Experiment	Dimensions	Weight (kN)	f_x	f_y	ξ_x	ξ_y	Predominantmaterial	Processingmethod
Integratedhouse	3 m × 2 m × 2.6 m	Approximately 70	15.19	13.80	6.46	6.27	Steel	SMT
RAC house	3 m × 3 m × 2.63 m	157.74	15.88	19.88	1.30	0.44	RAC	Concreteplacement

SMT: steel mortise–tenon.

According to Table 4, in the initial state, the two structures in the X-direction are close to each other and the frequencies are both approximately 15 Hz, while the frequency in the Y-direction is 13 Hz for the masonry house and 19.8 Hz for the integrated house with SMT connections. The damping ratio of the steel tenon structure is greater than that of the RAC house, primarily because of the different processing and connection methods.

As shown in Figure 15, after the impact of series earthquakes, the integrated structure and RAC structure have highly similar decreases in frequencies of the X- and Y-directions. However, they do not exhibit the same increases in the damping ratio; the damping ratio increase of only 34.6% for the integrated house in the Y-direction shows that the internal connection is still in good condition, being only slightly loose. However, because of the different material properties, the damping ratio of the RAC house in the X-direction was increased by 345% form 1.3% to 5.8%, that is, a certain amount of damage occurred in the structure (Figure 16).

Figure 15.

Variations in the frequencies of the two houses in the X- and Y-directions.

Figure 16.

Variations in the damping of two houses in the X- and Y-directions.

In this article, because of length restrictions, only the seismic responses of El Centro waves under the two experiments are compared and studied. As shown in Figure 17, the acceleration amplification coefficient of RAC decreases gradually with increasing magnitude. However, the acceleration amplification coefficient of the integrated structure increased before the 0.8g intensity earthquake and then decreased after the 1.0g earthquake. Regarding the maximum roof displacement of the two structures, the change trend of the displacement response was highly similar from 0.1g to 0.4g earthquakes. In the later period (from 0.4g to 1.0g), the seismic displacement response of the integrated house presents a linearly increasing trend.

Figure 17.

Variations in the acceleration and displacement of the two houses under ELW.

In conclusion, although the structures had similar dynamic characteristics, because of the different materials and connections, earthquakes of different intensities may affect the damping of the structure and the dynamic amplification coefficient in different ways, which nevertheless has only a slight impact on the displacement change and frequency reduction during earthquakes with PGAs ranging from 0.1g to 0.4g.

Conclusion

Shake table tests of a full-scale integrated house were conducted to investigate the dynamic behaviour of the model, and the specific behaviour of each member was also observed. Based on the results, the following observations and conclusions can be drawn:

The integrated building is able to withstand rarely earthquake of intensity 9 without incurring severe damage. The SMT connection system guarantees the integrity and stiffness of the building and demonstrates the ability to resist earthquakes; the steel tenon joints are not damaged by deformation or fracture. The natural frequencies and equivalent lateral stiffness decrease slightly after the basic intensity earthquake, indicating that the SMT connection system still remains in good condition. The frequency decline occurs due to the relaxation of the connection mechanism, which will not affect the normal use of the building.

In the PGA 1.0g phase, the ratios of the maximum roof displacement to the total height in the X- and Y-directions are 1/209 and 1/168, respectively, which are smaller than the allowable value of 1/120 according to GB50011. The structure meets the requirements of GB50011 for no collapse under rarely occurring earthquakes.

The integrated house with SMT connections can effectively resist the damage of 1.0g earthquake acceleration and remain intact. As a single room of a building, the conclusions drawn for this test house can be used as a reference to measure the seismic performance of the entire building.

By comparison with a model for a block masonry house with similar dynamic characteristics and dimensions, the variations in the damping and dynamic amplification coefficients are characterized by the material properties and connection form; however, no significant differences are observed in the variation of frequencies and displacement responses of the two structures.

Footnotes

Declaration of Conflicting Interests

The author(s) declared no potential conflicts of interest with respect to the research, authorship and/or publication of this article.

Funding

The author(s) received no financial support for the research, authorship and/or publication of this article.

References

Blümel

Fontana

(2004) Load-bearing and deformation behaviour of truss joints using thin-walled pentagon cross-sections. Thin-Walled Structures 42: 295–307.

Chen

Zhu

Pan

et al . (2016) Energy-dissipation performance of typical beam-column joints in Yingxian Wood Pagoda: experimental study. Journal of Performance of Constructed Facilities 30: 04015028.

DGJ08-9-2013-131101 (2013) Code for Seismic Design of Buildings. Shanghai, China: Shanghai Government Construction and Management Commission (in Chinese).

Fülöp

Dubina

(2004a) Performance of wall-stud cold-formed shear panels under monotonic and cyclic loading: part I: experimental research. Thin-Walled Structures 42: 321–338.

Fülöp

Dubina

(2004b) Performance of wall-stud cold-formed shear panels under monotonic and cyclic loading: part II: numerical modelling and performance analysis. Thin-Walled Structures 42: 339–349.

Fülöp

Iványi

(2004) Experimentally analyzed stability and ductility behaviour of a space-truss roof system. Thin-Walled Structures 42: 309–320.

GB50011-2010 (2010) Code for Seismic Design of Buildings. Beijing, China: China Architecture & Building Press (in Chinese).

GB50018-2002 (2002) Technical Code of Cold-Formed Thin-Wall Steel Structures. Beijing, China: China Architecture & Building Press (in Chinese).

Kim

Wilcoski

Foutch

et al . (2006) Shaketable tests of a cold-formed steel shear panel. Journal of Engineering Structures 28: 1462–1470.

10.

Kotełko

(2004) Load-capacity estimation and collapse analysis of thin-walled beams and columns – recent advances. Thin-Walled Structures 42: 153–175.

11.

Liu

Shen

et al . (2012) Shaking table test of two full-scale models of S350 cold-formed thin-walled steel framing buildings. China Civil Engineering Journal 45: 135–144.

12.

Liu

Shen

et al . (2013) Shaking table test on a full-scale high-strength cold-formed steel residential building. Journal of Building Structures 34: 36–43.

13.

Lian

(2017) Shake table test of Y-shaped eccentrically braced frames fabricated with high-strength steel. Earthquakes and Structures 12: 501–513.

14.

Liu

Wei

et al . (2017) Shaking table test and time-history analysis of high-rise diagrid tube structure. Periodica Polytechnica Civil Engineering 61: 300–312.

15.

Luo

Song

et al . (2016) Experimental study on mechanical performance of wood pegged semi mortise and tenon connections. In: Proceedings of the 14th world conference on timber engineering. Vienna, Austria, 22–25 August. Vienna: Vienna University of Technology.

16.

Wang

Xiao

(2012) Shaking table tests on a recycled concrete block masonry building. Advances in Structural Engineering 15: 1843–1860.

17.

Xiao

Wang

(2013) Study of the seismic response of a recycled aggregate concrete frame structure. Earthquake Engineering and Engineering Vibration 12: 669–680.

18.

Zhou

(2012) Method and Technology for Shaking Table Model Test of Building Structures. Beijing, China: Science Press.

Seismic response of a light steel structure integrated building with steel mortise–tenon connections

Abstract

Keywords

Introduction

Research significance

Design of the integrated house

Material of the main body

Roof structural and decorating layer

Shaking table tests

Seismic wave selection arrangement of the instruments

Arrangement of the instruments

Test results and analyses

Phenomena of the model during the test

Dynamic characteristics of the model structure

Acceleration response

Displacement response

Column base stress

Comparisons with a masonry house of similar size and with similar dynamic parameters

Conclusion

Footnotes

Declaration of Conflicting Interests

Funding

References