Redundancy and Robustness in the Design and Evaluation of Bridges: European and North American Perspectives

Anitori, Giorgio; Casas, Joan R.; Ghosn, Michel

doi:10.1061/(asce)be.1943-5592.0000545

Cited by 33 publications

(12 citation statements)

References 23 publications

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“…System safety was introduced to structural engineering domain after the collapse of the Ronan Point apartment building in London in 1968; structural redundancy and robustness are regarded as the indicators of structural system safety. In the last 30 years, attempts to measure structural redundancy and robustness have been made by researchers [11]. For the bridge system evaluation, methods proposed by Frangopol and Curley [12,13] and Ghosn and Moses [14][15][16] have been adopted by the bridge standards and codes in America.…”

Section: Bridge System Performance Evaluation Approachmentioning

confidence: 99%

Experimental Study on the System Performance of Adjacent Precast Concrete Box Beam Bridges

Leng¹,

Zhang

Jiang

et al. 2020

Advances in Civil Engineering

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Analyses of catastrophic collapse of some adjacent precast concrete box beam bridges reveal the fact that the hinge joints between the adjacent beams were not sufficiently designed. e joint failure caused by deterioration is the result of system reliability deficiency of this type of bridges. To understand the system performance of the bridges, the redundancy and robustness of a bridge model with a scale of 1 ∶ 2, based on the prototype design drawings for 10-meter adjacent box beam bridges in China, were assessed through a system safety evaluation procedure. e result confirmed the assumption that the redundancy and robustness of certain adjacent precast concrete beam bridges did not meet the pertinent requirements proposed in National Cooperative Highway Research Program (NCHRP) reports 406, 458, and 776 as a result of hinge joint failure. To address the current design deficiencies, a system factor is recommended in this paper to calculate the nominal resistance that reflects the level of redundancy of this type of bridges. In addition, a new framework is proposed to address the particular structural feature and topology of adjacent precast concrete beam bridges for the assessment of structural redundancy and robustness, which can reduce the computation complexity compared to existing approaches. e full-range load test performed in this research verified the previous research results on bridge system safety that were mainly based on theoretical analysis and simulations.

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Section: Bridge System Performance Evaluation Approachmentioning

confidence: 99%

Experimental Study on the System Performance of Adjacent Precast Concrete Box Beam Bridges

Leng¹,

Zhang

Jiang

et al. 2020

Advances in Civil Engineering

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“…Hendawi and Frangopol (1994) defined redundancy as the ratio between the reliability index of the intact system in a generic time instant and the difference of reliability indexes calculated for the intact and damaged system at the same time instant (see also Frangopol, 2009, 2010b). Such difference can be seen as a measure of the availability of system warning before the entire structural system failure (Anitori et al, 2013). Ghosn et al (2016b) extended the field of application of structural redundancy also at the network-level; • Structural robustness: PI quantifying the ability of a structural system to suffer damage induced by the occurrence of an extreme action (Ghosn and Moses, 1998;Liu et al, 2000;Saydam and Frangopol, 2011;Sorensen et al, 2012).…”

Section: Research Technical Performance Indicatorsmentioning

confidence: 99%

“…Ghosn et al (2016b) extended the field of application of structural redundancy also at the network-level; • Structural robustness: PI quantifying the ability of a structural system to suffer damage induced by the occurrence of an extreme action (Ghosn and Moses, 1998;Liu et al, 2000;Saydam and Frangopol, 2011;Sorensen et al, 2012). Starossek and Haberland (2011), Anitori et al (2013) and Cavaco et al (2013) summarized different measures (deterministic, probabilistic and risk-based) for this indicator. Recently the concept of robustness has been extended to the case of systems under deterioration occurring progressively due to aging and environmental effects (Baker et al, 2008).…”

Section: Research Technical Performance Indicatorsmentioning

confidence: 99%

State-Of-Research on Performance Indicators for Bridge Quality Control and Management

Zanini

Faleschini

Casas

2019

Front. Built Environ.

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The present study provides a review of the most diffused technical and non-technical performance indicators adopted worldwide by infrastructure owners. This work, developed within the European COST Action TU 1406-"Quality specifications for roadway bridges, standardization at a European level," aims to summarize the state-of-art maintenance scheduling practices adopted by bridge owners, mainly focusing on the identification and classification of the most diffused performance indicators (PIs). PIs are subdivided in technical and non-technical ones: for this latter subclass, PIs are classified in environmental, social and economic-targeted. The study aims to be a reference for researchers dealing with performance-based assessments and bridge maintenance and management practices.

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“…The main reasons are a better use of different materials and some interesting and competitive possibilities, regarding construction sequence (Pedro & Reis, 2010;Reis, 2005;Reis & Pedro, 2004). In urban viaducts where the downtime traffic pause is the main constrain (Anitori, Casas, & Ghosn, 2013;Bradford et al, 2001), the use of composite structures with prior metal assembly (Kim & Yoo, 2006), as proven to be an efficient solution, in which the steel part will support the liquid concrete, without the need of main formwork connected to the ground (Brozzetti, 2000). The main composite steel-concrete girders have elements that may suffer from local buckling (Ranzi & Zona, 2007), as in the case of steel plated double girders sections the web slenderness is around 120 (Davison & Owens, 2003).…”

Section: Introductionmentioning

confidence: 99%

Innovative methodology for the design of composite steel-concrete sections with a new proposal for EC3 part 2

Salvador¹,

Arruda²

2020

10.5267/j.esm

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In this work, the study of the evolutive behaviour of composite steel-concrete sections used in bridge decks was performed. A new method is proposed for the annex of EC3 part 2, in order to study the evolution effective steel area in a composite section, for serviceability and ultimate states. A coherent theoretical framework is presented, based on several relevant codes, namely the new Eurocodes. With this framework, a computer program is developed taking into account several important aspects in the behaviour of steel-concrete composite sections, such as nonlinear stressstrain relationships of the materials, local buckling of steel plates, time-dependent effects in concrete behaviour and load history. Also a new algorithm is proposed in order to compute strain fields at the section level from a known set of internal forces in the section, in nonlinear constitutive relations. Results obtained with the developed computer program are presented for several examples of typical sections found in bridge decks. Those results include moment-curvature plots, evolution of the strain field, evolution of the neutral axis, evolution of the stress in some points of the section. The influence of the concrete ultimate resistance and the staged construction sequence in the behaviour of the section is also evaluated.

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Redundancy and Robustness in the Design and Evaluation of Bridges: European and North American Perspectives

Cited by 33 publications

References 23 publications

Experimental Study on the System Performance of Adjacent Precast Concrete Box Beam Bridges

Experimental Study on the System Performance of Adjacent Precast Concrete Box Beam Bridges

State-Of-Research on Performance Indicators for Bridge Quality Control and Management

Innovative methodology for the design of composite steel-concrete sections with a new proposal for EC3 part 2

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