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![Tacomma bridge [12]: (a) before; and (b) after collapse.](profile/Solomon-A-Derseh/publication/370055421/figure/fig1/AS:11431281151579209@1681994343757/Tacomma-bridge-12-a-before-and-b-after-collapse.png)
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![Fig. 1. Tacomma bridge [12]: (a) before; and (b) after collapse.](profile/Solomon-A-Derseh/publication/370055421/figure/fig1/AS:11431281151579209@1681994343757/Tacomma-bridge-12-a-before-and-b-after-collapse_Q320.jpg)
![Fig. 2. I-35W steel deck truss bridge [13,14]: (a) before; and (b)...](profile/Solomon-A-Derseh/publication/370055421/figure/fig2/AS:11431281151605236@1681994343955/I-35W-steel-deck-truss-bridge-13-14-a-before-and-b-after-collapse_Q320.jpg)
![Fig. 3. Hongqi Viaduct bridge [18]: (a) before; and (b) after collapse.](profile/Solomon-A-Derseh/publication/370055421/figure/fig3/AS:11431281151579210@1681994344312/Hongqi-Viaduct-bridge-18-a-before-and-b-after-collapse_Q320.jpg)
![Fig. 4. Restraint cables: (a) practical; and (b) numerical simulation [24].](profile/Solomon-A-Derseh/publication/370055421/figure/fig4/AS:11431281151623778@1681994344594/Restraint-cables-a-practical-and-b-numerical-simulation-24_Q320.jpg)
In this paper, a comprehensive state-of-the-art review on types, current modelling, analysis, and design trends of arch, continuous girder, cable stayed, suspension, and steel truss bridge types prone to progressive collapse is presented. Moreover, the effect of different parameters and respective damage mitigation techniques are also delineated ba...
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... of Hongqi Viaduct, a multi simply-supported bridge failed in unexpected way during its planned demolition takes 9 innocent lives and impose 16 more injuries [18], the unexpected failure of Fenghuang stone arch bridge that killed 64 people are very few examples for the case of bridge collapse incidents happened on the last couple of decades [19]. Figs. 1-3 shows examples of bridge collapses before and after the ...
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... as the name indicates is a compilation of the other aforementioned types of collapses. In other words, in this type of collapse, two or more types of collapse interact and contribute their own distinct share in the failure propagation stages [17]. The failure of Alfred P. Murrah Federal Building revealed both a Pancake and domino-type of collapse (Fig. ...
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... first Tacoma Narrows suspension bridge that spanned the Tacoma Narrows Strait of Puget Sound between Tacoma and the Kitsap Peninsula collapsed by a wind induced oscillation motion which had a 64 km/h speed. This wind speed made the deck to oscillate in an alternating twisting motion that gradually increased in amplitude until the deck tore apart. Fig. 11 elucidates the overall initiation and propagation of progressive collapse event on the first collapsed Tacoma Narrows suspension ...
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... it was revealed that girder 1 and 2 which were not restrained laterally against lateral torsional buckling instability failure mode (LTB) by means of diagonal bracings, embedment of flanges into concrete deck, and additional use of stiffeners in the web section. This error leads the two spans of the state route 69 bridge superstructure collapse (Fig. ...
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... applied element method (AEM) of structural analysis. From the numerical simulation results, the authors declared a domino type of progressive collapse. According to Ref. [24], the unavailability of alternative load path on a Hongqi Viaduct bridge with 121 piers and 122 spans simply supported slabs made the collapse mechanism in domino-type (see Fig. ...
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... from a low material quality and reduced ultimate compressive and tensile strength limits were employed. From the FEA simulation, the propagation of collapse was determined revealing that the failure of first arch leads to failure of second arch with respective pier then third arch and pier which in short exhibits a successive failure trend. Fig. 14 demonstrates the probable disproportionate collapse of the 60 m span 12 m wide, catenary type of masonry arch ...
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... which only assumed a prescribed fixed boundary condition between pier bottom and foundation interfaces [19], rather employed the Mohr-Coulomb friction contact algorithm which then enables the analysis to capture the mechanism of pier slide at the bottom part. Evaluated critical parameters and respective effects are listed in Table 1. Moreover, Fig. 15 depicts the propagation of a stone arch bridge with 65 m span length and 13 m ...
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... comparing use of single pier with multiple pier columns, the latter one exhibited a drop in vulnerability of progressive collapse in the bridge system. Furthermore, hinges inserted in the span restraints located around the abutment-pier connections were found to be efficient in minimizing the damages caused by disproportionate collapse (see Fig. ...
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... imposed three different EQ induced motion records from Kobe, Chi-Chi, and Northridge ground accelerations. From the numerical analysis results, comparing the monolithically casted bridges with simple and continuous bridges with elastomeric bearing plates, monolithically casted bridges were found to be more vulnerable to progressive collapse. Fig. 17 shows a presentation on disproportionate collapse of a continuous box girder bridge triggered by EQ ground ...
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... and domino-type of failure modes respectively. In addition to this, in the study of degree of irregularity of bridge systems, semi regular and irregular bridges were found to be more vulnerable to collapse. Especially, bridges with tall piers and acute-angled terrains severely collapsed due to an impact force from the collapsed piers (see Fig. ...
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... imposed a ground acceleration motion with peak ground acceleration of 1.05 g. Numerical analysis results extracted from extreme loads on structures (ELS) software showed that, progressive collapse initiated from abutments propagates to the middle spans and each piers suffered damages caused by cracks around the plastic hinge regions (see also Fig. 19). An independent procedure on progressive collapse analysis of a multi-span box girder bridge prone to vessel collision was conducted by Refs. [29,30]. The finite element analysis models were validated by the case of a Jiujiang bridge that suffered a collision impact load from a fully loaded sand barge. During the FEA model development ...
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... HJC, linear-hardening elastic-plastic, and Mat_-Drucker_Prager material models respectively. The authors considered the effect of a sub structure soil conditions. By doing so, the researchers were able to trace the state of plastic deformation of soil and its respective contribution in minimizing the horizontal displacement values of pier-piles (Fig. ...
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... reaction-lateral deflection curves were used respectively. From the study results, the authors were able to track the possible failure mechanisms between the super and sub structure [31]. concluded that the failure of pier columns was initiated at the joint between the pier column and drilled shafts which makes both elements fail at the same Fig. 15. Failure progress for stone arch bridge [19]. Fig. 16. Progressive collapse of bridge provoked by mechanical demolishing [24]. time and subsequent deck failed because of loss of support beneath the decks. In addition to this, iw was observed that the failed deck rotates at the other end developing an enormous number of centrifugal ...
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... From the study results, the authors were able to track the possible failure mechanisms between the super and sub structure [31]. concluded that the failure of pier columns was initiated at the joint between the pier column and drilled shafts which makes both elements fail at the same Fig. 15. Failure progress for stone arch bridge [19]. Fig. 16. Progressive collapse of bridge provoked by mechanical demolishing [24]. time and subsequent deck failed because of loss of support beneath the decks. In addition to this, iw was observed that the failed deck rotates at the other end developing an enormous number of centrifugal forces which obviously pulled the far-end support (pier ...
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... modeled the Millau Viaduct cable stayed bridge [41], on the other hand evaluated the Quincy Bayview cable-stayed bridge [2]. used a high-fidelity physics-based software, Abaqus and followed a nonlinear dynamic method of analysis. Moreover, for sake of time duration of instantaneous loss of a single cable and load combination purposes, two [27]. Fig. 19. Total collapse for a multi-span continuous bridge triggered from ground acceleration motion [28]. Fig. 20. Proggressive collapse of a continous girder bridge generated from sand barge collision [29]. guide lines namely [47,53] were employed respectively. As suggested by Ref. [62], instantaneous miss of multiple cables was also ...
Citations
... Review papers related to bridge health monitoring and damage prediction have been presented recently [6][7][8]. Rizzo and Enshaeian [6] described integrated systems that contain different sensors that are needed for the following measurement and monitoring such as stiffness loss, time and temperature-dependent factors, fatigue evaluation, corrosion evaluation, scour, and impact effects. These measurements should be supported by wireless sensor technologies and sensor drift. ...
... These measurements should be supported by wireless sensor technologies and sensor drift. A comprehensive review of bridge structure under progressive collapse is presented in [7]. The types of progressive collapse include (1) pancake type, (2) zipper type, (3) domino type, (4) instability type, and (5) mixed type were explained. ...
Purpose
This paper proposes an in-network vibration data processing using Wireless Sensor Network (WSN) leveraging Machine Learning (ML) for damage detection and localization. The study also presents the ML algorithms comparison that is suitable to be deployed in WSN and implemented the proposed cluster-based WSN topology on the bridge simulation test.
Methods
The bridge vibration data was acquired using accelerometer-based wireless sensor nodes. The data collected are transformed using Fast Fourier Transform (FFT) to obtain fundamental frequencies and their corresponding amplitudes. The machine learning method i.e., Support Vector Machine (SVM) with linear and Radial Basis Function (RBF) kernel was used to analyze the vibration data collected from the WSN. In-network data processing and cluster-based WSN topology is implemented and the programmable wireless sensor nodes is utilized in this study.
Results
The experiments were conducted using real programmable wireless sensor nodes and developed our test bed bridge which makes this work different from the previous studies. The classification and predicting results shows 97%, 96%, 97%, and 96% for accuracy, precision, recall rate, and f1-score, respectively.
Conclusion
Machine learning methods can potentially be combined with the vibration WSN for bridge damage detection and localization.
... Several high-quality review articles have been produced on progressive collapse in recent years. Some of these reviews have covered general aspects [1,12,[14][15][16][17][18] or particular types of structure [19][20][21], while others have focused specifically on experimental studies [22][23][24][25] or computational simulations [26,27]. Although these reviews provide a useful overview of different aspects of progressive collapse, the high volume of research performed worldwide in this field means that they do not cover highly relevant investigation methods and research findings on more modern forms of construction. ...
The world has seen a surge in rigorous study efforts on the progressive collapse of structures in the past few decades. These events have led to new standards and provisions in building codes of practice, many of which are still being developed and updated today. Although there have been some excellent reviews covering different aspects of progressive collapse, the sheer volume of research performed in this area in recent years means that highly relevant investigation methods and research findings are not covered by them. To fill this void, this review article aims to provide an up-to-date and comprehensive overview of progressive collapse research on building structures. The review is organised into eight sections that cover: (1) essential background information; (2) prominent collapse cases; (3) progressive collapse typology; (4) design standards; (5) investigation methods; (6) prevention and mitigation strategies; (7) structural types and characteristics that require special consideration; and (8) future research needs. In addition to the fundamental concepts, this review encompasses recent advances, such as employing physics and game engines, and machine learning to study progressive collapse. It also explores the potential future applications of these new concepts in research. Furthermore, the review emphasises recent progress in improving the robustness of timber and modular structures. Therefore, this review provides a crucial resource to acquire a global overview of current state-of-the-art progressive collapse research and future requirements, making it valuable to both novice and experienced practitioners and researchers.
... This holds true for buildings, which can be impacted by rocks, vehicles, and airplanes (Kiakojouri et al., 2020), as well as offshore platforms at risk from fall of machinery, cranes, hooks, equipment, drill pipes, and tools (Chandrasekaran & Pachaiappan, 2020Chandrasekaran et al., 2021;Pachaiappan & Chandrasekaran, 2022). Collisions involving ships also endanger structures like bridges and offshore platforms (Chandrasekaran & Ravichandran, 2020a;Chandrasekaran & Ravichandran, 2020;Derseh & Mohammed, 2023). These impacts can initiate failures leading to progressive collapse, whether unintentional due to negligence or intentional like a terrorist attack. ...
Civil structures are subjected to accidental or intentional impacts, which can lead to an initial failure, and subsequently to a tragic progressive collapse. While progressive collapse studies have seen significant growth, most of the current research focuses on threat-independent approaches, neglecting the explicit consideration of impact effects on the building's behavior. In this study, we investigate impact-induced progressive collapse, exploring various scenarios with different mass and velocity parameters. By doing so, this study aims to highlight the importance of explicitly accounting for impacts in progressive collapse analyses and provide possible solutions for safer structural design. For comparison, code-based dynamic column removal analyses are also performed and the results are compared and contrasted. Based on the obtained results, location of the damage and height of the building have important influence on the progressive collapse response in both threat-independent and threat-dependent approaches. Velocity plays a significant and critical role compared to mass in increasing the kinetic energy applied to the building, and the vertical vibration in the node on top of the impacted column. With the lower impactor velocities, the threat-independent method can be used safely, however, for the higher velocities the progressive collapse potential is much higher in threat-dependent approach compared with code-based dynamic column removal.
... It has been demonstrated that the stability of these structures is broadly influenced by the local behaviour of its constituent members [28]. The initial local failure of a structural component in steel truss bridges can trigger a chain of failures through a phenomenon known as progressive collapse [29], often resulting in the collapse of a major part of the bridge [30]. In progressive collapse analysis, the initial failure is typically Fig. 1. ...
Bridge collapses are catastrophic events with countless consequences. However, bridge engineering has progressed thanks to the knowledge acquired analyzing collapsed structures. In this direction, modern forensic techniques allow detecting weaknesses and vulnerable zones in the structural systems. It has been demonstrated that the data related to bridge failures has been fundamental for engineers to propose and update theories, concepts, and designs in bridge engineering. This paper presents a methodology to analyze the initial damage and its propagation on steel truss bridges. The first part of the paper presents a comprehensive review of state‐of‐the‐art and scientific challenges. The methodology is described in detail in the second part of the paper; it comprises two main tasks that are further divided into several activities. This methodology was developed as part of the “Pont3” project and has proven to be of great value in gaining a better understanding of how progressive collapse occurs in steel truss bridges. By using this methodology, it is possible to detect initial damage and evaluate the structural behavior of steel truss bridges, which will ultimately lead to safer and more reliable structures.
... Therefore, many bridges must be assessed to fulfil the current standards, which have evolved in time, increasing the severity and the loads [8][9][10][11][12]. Often, the economic aspect plays a key role along with structural safety in the decision-making process in the management of existing infrastructures [3,13]. ...
In professional practice, the design and verification of Reinforced Concrete (RC) and Prestressed Reinforced Concrete (PRC) structures are performed using a simplified calculation provided by the Eurocodes that limits resistance but that also includes a certain level of structural safety. Some aspects that directly affect the simplified methods involve the use of linear constitutive laws of materials. The use of non-linear laws is evident in the exploitation of reservoirs of strength and deformations of plastic materials in the Ultimate Limit State. The purpose of this research is to evaluate the increase in resistance to bending actions during the plasticization of the beam of existing bridges to support the decision-making process of the engineer in the assessment of existing structures. To achieve this, two codes (MEG Ductility, MEG Fiber Sections) were developed to provide the moment–curvature diagram of RC and PRC sections using non-linear bonds, and in this paper, the study of RC sections is reported. Furthermore, through a push-down analysis, two RC and PRC viaducts have been analyzed using the moment–curvature characteristics obtained from the realized codes and by varying the non-linear constitutive bonds. The results of this study provide valuable insights into the behavior of RC structures under bending actions and demonstrate the importance of considering non-linear material laws for accurate structural assessments. The findings contribute to the enhancement of the decision-making process of engineers when dealing with existing infrastructures.
... It has been demonstrated that the stability of these structures is broadly influenced by the local behaviour of its constituent members [28]. The initial local failure of a structural component in steel truss bridges can trigger a chain of failures through a phenomenon known as progressive collapse [29], often resulting in the collapse of a major part of the bridge [30]. In progressive collapse analysis, the initial failure is typically Fig. 1. ...
Although truss-type bridge collapses usually have catastrophic consequences, their analysis present opportunities for improving different aspects in the field of bridge engineering, such as structural assessment, structural health monitoring, maintenance and conservation or even design strategies. As the world experiences more extreme events, efforts have been made to design more resilient bridges that can withstand local failures. Forensic techniques have contributed to understanding the causes and risk factors of bridge failures, and the creation of collapse databases has provided valuable insights for preventing such failures. However, these databases often focus on the hazards and do not provide information on initial damage and how it propagates, which is essential for improving the progressive collapse resistance of truss-type bridges. The main novelty of this paper is to present a methodology to identify triggering events leading to progressive collapse on truss-type bridges. It is the first time that a methodology includes a novel database which collects detailed information on initial damages and its propagation, as well as the consequences of the collapse. The methodology was implemented by collecting information from 25 case studies present in the literature. Results have allowed to identify most frequent initial constituted damages states or failures (ICDS) leading progressive collapse. In terms of consequences, results were thoroughly analysed and compared with predictions from different casualty models. The findings showed that the proposed methodology serves as an effective tool for identifying the triggering events of progressive collapse in truss-type bridges.
p>Cable corrosion has been becoming significant issues for the bridge structures having with cable or hanger materials, such as suspension bridges, cable-stayed bridges, tied arch bridges and so on. Many of these bridges, which were built in 1980s and 90s, are possibly surviving under the cable corrosion. Existing tied arch bridge was collapsed in Taiwan in 2019. It is reported that cable corrosion is the one of the main reasons to trigger the entire bridge collapsed. In this study, the numerical bridge model inspired by the Taiwan arch bridge was designed for analyzing the dynamic analysis of chain reaction failure considering with the cable corrosion. The corrosion of cable is represented by the decreasing of yield stress and breakage strain, and the first ruptured cable which is represented by the decreasing tensile force instantly. According to this analysis, if the cables are corroded significantly, the chain reaction failure would be occurred.</p
High-voltage cables, as applied in the electro-mobility, are highly complex structures regarding their vibration behaviour. The high complexity leads to considerable uncertainty in models for a finite element method (FEM) simulation, which is shown, for example, in the contact modelling between the strands of the cable. To handle this uncertainty and model the structural dynamic, a nonparametric probabilistic approach (NPPA) with random matrices is used for the first time on high-voltage cables. This novel application of NPPA has an advantage over typical FEM analysis by using a more manageable simulation model and eliminating the need for a complex deterministic simulation model. Initially, the NPPA is analysed and enhanced, with an optimization for the dispersion parameter and a frequency shift introduced as methodological improvements. These enhancements result in a comparable scatter band of the frequency response. Following preliminary studies, the cable's dynamic behaviour is examined through experimental modal analysis, after which the dispersion parameters are computed. The NPPA is then applied to the simplified deterministic model with the calculated dispersion parameters, and a Monte Carlo simulation is done. As a result of this simulation, a scatter band is given. The results from the simulation are then compared to the results of an experiment. It is shown that the frequency response from the experiment is almost always in the inner area of the scatter band. Consequently, this innovative method can be used for a risk evaluation according to the path of the frequency response function and an evaluation of the structural behaviour.
