Latest revision as of 10:21, 21 March 2024

Abstract

Corrugated web H-beam refers to a steel beam with a wavy shape along its length, which is extensively utilized in various parts of building structures such as beams, columns, and walls. It serves the purpose of connection and support, while the corrugated or folded design enhances the shear resistance and out-of-plane stiffness of the web to some extent. However, despite their advantages including high strength, stiffness, and lightweight construction, relevant regulations stipulate that these members can only be used in lower-intensity applications or higher-intensity scenarios if specific conditions are met. One crucial condition is that the ratio between the design value of axial force subjected to seismic action and the product of the member's flange section area and steel's tensile strength should not exceed 0.4. In this study, we aim to further investigate the seismic characteristics and applicable intensity of corrugated steel structures under earthquakes through large-scale finite element ABAQUS simulations. We will observe dynamic characteristics and failure modes of corrugated rigid frame structures using elastic-plastic time-history analysis methods as well as examine plastic deformation features of steel beam members under low cyclic loads via hysteretic analysis methods. The findings demonstrate that when properly designed with reasonable beam spans, corrugated web rigid frame structures can still be employed in high-intensity areas above 7 degrees even when subjected to an axial compression ratio up to 0.5.

Keywords: Corrugated web, intensity, hysteretic behavior, axial pressure ratio

1. Introduction

The concept of green building is comprehensively implemented in project construction and building, integrating principles of environmental protection and energy conservation to achieve features of sustainable development. Furthermore, the advancement of assembled steel structures effectively promotes the progress of green building [1].

Corrugated steel profiles represent a novel form of environmentally friendly construction steel that has emerged in recent decades. The availability of materials, on-site component cutting and assembly capabilities, waste-free production processes, reduced transportation costs, and the ability to select sections based on load requirements have facilitated ongoing research in this field [2]. With the recent comprehensive investigations conducted by scientific researchers, static studies on corrugated steel profiles have reached a relatively advanced stage while dynamic research has been progressively expanding. In terms of bridge applications, Jiang et al. [3] experimentally demonstrated that corrugated web steel-concrete composite box girders exhibit well-defined load-displacement hysteresis loops under low-cycle repeated loads without any noticeable pinching phenomenon, thereby displaying excellent seismic performance. According to the principle of equal shear capacity in box girder sections, Feng et al. [4] developed finite element models for both corrugated steel web continuous rigid frame bridges and corresponding concrete web continuous rigid frame bridges. A comparative analysis was conducted on the dynamic characteristics and seismic performance of these two types. The findings reveal that under earthquake loading, corrugated steel web rigid frame bridges exhibit reduced internal forces at low piers and top shears at high piers compared to concrete web rigid frame bridges; however, they experience increased top bending moment at high piers and bottom internal forces at piers. Through mechanical formula analysis, Li et al. [5] have demonstrated that the implementation of hollow piers not only results in reduced weight but also effectively enhances the torsional performance of the upper structure in continuous rigid frame bridges with corrugated steel webs, thereby increasing its transverse compressive stiffness. Consequently, when designing continuous rigid frame box girder bridges with corrugated steel webs, employing hollow piers offers significant advantages. In terms of architecture. The seismic performance of the H-beam cantilever beam and frame with corrugated web was analyzed using the ABAQUS finite element model, as conducted by Wanyu [6]. The seismic performance of corrugated web dampers has been enhanced through Peng [7] experimental research, thereby expanding the potential applications of corrugated steel materials. Xingyu et al. [8] proposed a novel composite shear wall configuration comprising a frame consisting of corrugated concrete-filled steel tubular columns and filled corrugated steel plates, and demonstrated the excellent seismic performance of this composite structure through numerical analysis and experimental investigations. According to the current investigation, despite the numerous advantages of corrugated web profiles, their promotion and utilization in China remain inadequate due to the intricate production process and limited seismic performance [9,10]. Therefore, conducting research on corrugated steel within the realm of seismic applications for industrial and civil buildings holds immense significance [11].

The simulation analysis in this study employed a combination of dynamic and quasi-static approaches. Time-history analysis was conducted on the rigid frame, while hysteresis analysis was performed on the steel beam [12]. These analyses were utilized to further investigate the ratio between the seismic-induced axial force design value and the product of the member's flange section area and its steel tensile strength design value. This research provides a theoretical basis for utilizing such components in high-intensity earthquake zones.

2. Modeling and analytical hypotheses

2.1 Analytical model and its corresponding parameters

The material parameters are presented in Table 1, as depicted in Figure 1. Additionally, the web fluctuation parameters utilized in this study can be found in Table 2 and Figure 2.

Figure 1. Material constitutive model

Figure 2. Web plate bending parameters

As depicted in Figure 3, Model 1 represents a rigid frame structure with zero ridge slope, featuring corrugated beam members of lengths 6m, 12m, 18m, and 24m, along with uniformly sized column heights of 6m. The node serves as a rigid junction connecting the ${\displaystyle x}$-direction (column height), ${\displaystyle y}$-direction (perpendicular to the beam axis), and ${\displaystyle z}$-direction (span direction) of the rigid frame. On the other hand, Model 2 exemplifies an ordinary rigid frame beam member model used for observing the hysteretic characteristics of corrugated steel beams under low-cycle reciprocating loads.

(a) Rigid frame structure model (b) Steel beam structure model

Figure 3. Model diagram

2.2 Analytical assumptions

(1) In the ideal state, it is assumed that the connection between the node of the member and the support in a rigid frame is perfectly rigid.

(2) The beam of a rigid frame structure is assumed to be supported solely by pressure-type steel plate roofs and cold-formed steel purlins.

(3) It is assumed that the structures are subjected to ideal conditions when under stress.

3. The dynamic analysis of a rigid frame structure

3.1 Modal analysis

Taking the rigid frame with a span of 12 meters as an example, the modal analysis of the structure is carried out, and each mode is shown in Figure 4 .

(a) First-order mode (b) Second-order mode (c) Third-order mode (d) Fourth-order mode

Figure 4. Modal analysis diagram

In this model, a subspace iterative method was employed to extract the first four modes, with the first frequency being 1.3058 Hz, corresponding to a period of 0.74 s for the model. The results obtained from both manual calculation and software using the formula ${\textstyle {\boldsymbol {\omega }}={\sqrt {K/M}}}$ showed little discrepancy, indicating that the structural model is accurate and reliable.

3.2 Time-history analysis

In the Time-history analysis, a pair of eccentric forces is applied to simulate the beam as a flexural member and control it at the required axial compression ratio. The formula used for calculating the axial compression ratio is given by ${\displaystyle n=N/(f\ast A_{f})}$, where ${\displaystyle N}$ represents the axial pressure value, ${\displaystyle A_{f}}$ denotes the net cross-sectional area of the flange, and ${\displaystyle f}$ represents the design value of steel's tensile strength.

3.2.1 The modulation of seismic wave amplitude

Under the column base constraint ${\displaystyle Ux,UR1,UR2}$, and ${\displaystyle UR3}$ are set to zero, ${\displaystyle Uy}$ and ${\displaystyle Uz}$ represent the translational degrees of freedom along the ${\displaystyle y}$-axis and ${\displaystyle z}$-axis respectively, while ${\displaystyle Ux}$ representing the translational degree of freedom along the ${\displaystyle x}$-axis. Similarly, ${\displaystyle UR1,UR2}$, and ${\displaystyle UR3}$ represent the rotational degrees of freedom around the ${\displaystyle x}$-axis, ${\displaystyle y}$-axis, and ${\displaystyle z}$-axis respectively. The EL-Centro seismic waves are applied to ${\displaystyle Uy}$ and ${\displaystyle Uz}$. Amplitude modulation is performed using the formula ${\displaystyle a_{0}(t_{i})={\frac {a_{0,max}}{a_{m}}}a(t_{i})}$, where ${\displaystyle a_{0,max}}$ denotes the designed maximum acceleration; ${\displaystyle a_{m}}$ represents the maximum acceleration from the selected seismic record; and ${\displaystyle t_{i}}$ signifies an actual seismic acceleration time coordinate point with ${\displaystyle i=1,2,3...}$ These points should be recorded.

Taking the EL-Centro wave as an example, it exhibits a peak acceleration of 2.20 m/s² [13] and is depicted in Figure 5.