Structural damage detection of space frame structures with semi-rigid connections

Hou, Rongrong; Beck, James L.; Zhou, Xiaoqing; Xia, Yong

doi:10.1016/j.engstruct.2021.112029

Cited by 24 publications

(15 citation statements)

References 44 publications

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“…The direct method is a traditional method, while the two-stage method is a relatively new method. The advantage of two-stage method is to reduce the number of parameters to be identified, thereby alleviating the instability and divergence (Hou et al, 2021). Dinh-Cong et al (2021) used Modal kinetic energy change ratio (MKECR) method to construct damage equations and solve them for positioning in the first stage, and in the second stage, the lightning attachment procedure optimization (LAPO) was introduced to complete the damage assessment.…”

Section: Introductionmentioning

confidence: 99%

“…In summary, the two-stage damage identification method based on model and intelligent algorithm has been well applied. However, structural damage detection inevitably has uncertainties, such as measurement noise and modeling errors, which will affect the performance of damage identification (Hou et al, 2021). In the method proposed in this paper, damage location is not based on finite element model in the first stage, which can avoid the errors caused by the model.…”

Section: Introductionmentioning

confidence: 99%

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Two-stage damage identification method based on fractal theory and whale optimization algorithm

Huang

Wan

Cheng

et al. 2022

Advances in Structural Engineering

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Structural damage identification based on time domain method of vibration response has been widely developed in the recent decades, however, it still confronts some difficulties, such as measurement noise and model error. This paper proposes a novel two-stage damage identification method based on fractal dimension and whale optimization algorithm (WOA). In this study, based on vibration data, the difference in curvature of fractal dimension (DCFD) is used as the damage index to identify the location of suspicious damage elements in the first stage. A new objective function is proposed based on the curvature of fractal dimension (CFD) of acceleration signal, and the WOA is used to estimate the severity of the suspicious damaged element in the second stage. Firstly, the validity of the proposed method is verified by a numerical simply supported beam, and the results exhibit good damage identification ability. Then different noise levels (5% ~ 20%) are introduced into the dynamic responses to verify its robustness, the result shows that the method is of good anti-noise ability in the first stage. Although the second stage is slightly sensitive to noise, it can still effectively identify the severity of damage. Secondly, the vibration testing of a steel I-beam is designed to verify the rationality of the method in the application of actual structure. Finally, based on the simulated vibration test data of the I-40 Bridge, the applicability of the method to complex civil structure is verified, which shows that the method still has good ability to identify the location and severity of damage in complex structure and is of great significance in practical application.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Two-stage damage identification method based on fractal theory and whale optimization algorithm

Huang

Wan

Cheng

et al. 2022

Advances in Structural Engineering

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“…[10] This work contains a model of semi-rigid joints created using non-linear rotational springs. Other authors have already addressed this topic, with a focus on mathematical aspects in some cases [11][12][13][14][15].…”

Section: Introductionmentioning

confidence: 99%

Nonlinear Analysis of Rotational Springs to Model Semi-Rigid Frames

Antonio

Mancera

Hernández-Torres

et al. 2022

Entropy

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This paper explains the mathematical foundations of a method for modelling semi-rigid unions. The unions are modelled using rotational rather than linear springs. A nonlinear second-order analysis is required, which includes both the effects of the flexibility of the connections as well as the geometrical nonlinearity of the elements. The first task in the implementation of a 2D Beam element with semi-rigid unions in a nonlinear finite element method (FEM) is to define the vector of internal forces and the tangent stiffness matrix. After defining the formula for this vector and matrix in the context of a semi-rigid steel frame, an iterative adjustment of the springs is proposed. This setting allows a moment–rotation relationship for some given load parameters, dimensions, and unions. Modelling semi-rigid connections is performed using Frye and Morris’ polynomial model. The polynomial model has been used for type-4 semi-rigid joints (end plates without column stiffeners), which are typically semi-rigid with moderate structural complexity and intermediate stiffness characteristics. For each step in a non-linear analysis required to adjust the matrix of tangent stiffness, an additional adjustment of the springs with their own iterative process subsumed in the overall process is required. Loops are used in the proposed computational technique. Other types of connections, dimensions, and other parameters can be used with this method. Several examples are shown in a correlated analysis to demonstrate the efficacy of the design process for semi-rigid joints, and this is the work’s application content. It is demonstrated that using the mathematical method presented in this paper, semi-rigid connections may be implemented in the designs while the stiffness of the connection is verified.

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“…Some contributions on crack modeling approaches and their effects on the response of beams can be found in [45,46]. Several papers consider the joints between beams and columns as possible damage locations [33,[47][48][49].…”

Section: Introductionmentioning

confidence: 99%

On Damage Identification in Planar Frames of Arbitrary Size

Fiore

Greco

Pluchino

2022

Shock and Vibration

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Framed structures are deeply studied in civil engineering since they provide a numerical model for the analysis of the static and dynamic response of multi-storey buildings. In order to evaluate the vibrational properties of these structures, an eigen-problem, which involves the stiffness and mass matrices of the frame, must be solved. Both matrices can be assembled by means of standard methods, which take into account the numbers of degrees of freedom of the frame. The occurrence of concentrated damage in some vulnerable sections modifies the degrees of freedom and therefore both the stiffness and mass matrices. Very often, the critical sections are located in the joints between the structural elements of the frame where the bending moment reaches its maximum value. Assuming that the joints are rigid in the undamaged configuration of the frame, it is possible to take into account their loss of stiffness due to the presence of eventual damage by means of hinges with rotational springs of variable rigidity. In this paper, an original algorithm that allows us to evaluate the stiffness and mass matrices and therefore the natural frequencies of vibration of undamaged and damaged planar frames with an arbitrary number of beams and columns is presented. The proposed algorithm for the stiffness and mass matrices determination requires a few input data which can be provided in a text file and therefore allows us to speed up the procedure with respect to the application of an FEM approach which requires the construction of single models for each considered frame. The results obtained by means of the proposed algorithm have been validated through a comparison with those provided by an FEM model implemented in SAP2000. The natural frequencies obtained by means of the proposed approach are used for the solution of two different inverse problems, which concern the identification of, respectively, the mechanical characteristics of the constitutive material and the location and intensity of the damage. Both the proposed identification procedures deal with optimization algorithms that are based on opportune fitness functions. Applications to frames of different size confirm the validity of the presented identification algorithms. Furthermore, an iterative procedure, able to reduce the required computational burden related to the identification of the location and intensity of damage, is presented and applied in a parametric study concerning frames with increasing size.

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Structural damage detection of space frame structures with semi-rigid connections

Cited by 24 publications

References 44 publications

Two-stage damage identification method based on fractal theory and whale optimization algorithm

Two-stage damage identification method based on fractal theory and whale optimization algorithm

Nonlinear Analysis of Rotational Springs to Model Semi-Rigid Frames

On Damage Identification in Planar Frames of Arbitrary Size

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