Estimation of Seismic Expected Annual Losses for Multi-Span Continuous RC Bridge Portfolios Using a Component-Level Approach

Perdomo, Camilo; Abarca, Andrés; Monteiro, Ricardo

doi:10.1080/13632469.2020.1781710

Cited by 17 publications

(15 citation statements)

References 51 publications

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“…Previous research 45 has shown that, for this typology of bridges, the collapse fragility curve has a large influence on the final EAL estimates when using the fully probabilistic approach, because expected loss outputs depend heavily on the identification of ‘collapse’ and ‘no‐collapse’ cases. To scrutinize this effect in the proposed simplified approach, EAL estimations are computed again using NRHA‐based detailed collapse fragility curves, denoted ‘DCFC’, and the comparison with the benchmark EAL values from the FEMA approach is shown in Figure 8.…”

Section: Application To a Bridge Portfoliomentioning

confidence: 97%

“…Damage models for piers are taken from a recent study, 44 focused on the pier typology present in the case study. Damage models for the abutments are also taken from previous research 45 . The EDPs chosen for abutments and piers are lateral displacement for the former and drift ratio for the latter.…”

Section: Application To a Single Bridgementioning

confidence: 99%

“…The fully probabilistic approach follows the general steps of the FEMA‐P‐58 (Ref. 3) framework and its adaptation to bridge structures with the characteristics of the case study investigated in this paper is presented elsewhere 45,48 . In Figure 5B, the computed values of EAL as percentage of the mean replacement cost are also indicated.…”

Section: Application To a Single Bridgementioning

confidence: 99%

“…To assess the performance of this alternative, ITERSA is used as ‘replacement’ of NRHA. ITERSA is implemented to compute the structural response of the bridges of the case‐study portfolio under previously selected, hazard‐consistent records, 45 by using their corresponding response spectra as input for the procedure. A sample of these results is presented in Figure 9 for Bridge No.…”

Section: Application To a Bridge Portfoliomentioning

confidence: 99%

“…Damage models for the abutments are also taken from previous research. 45 The EDPs chosen for abutments and piers are lateral displacement for the former and drift ratio for the latter. These damage models, illustrated in Figure 2, were calibrated for the expected damage and repair actions described previously, and their controlling parameters are presented in Table 1.…”

Section: Application To a Single Bridgementioning

confidence: 99%

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Extension of displacement‐based simplified procedures to the seismic loss assessment of multi‐span RC bridges

Perdomo

Monteiro

2020

Earthq Engng Struct Dyn

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Simplified seismic assessment procedures relying on displacement‐based formulations have recently been implemented for the evaluation of the seismic performance in buildings and bridges. For bridges, displacement‐based assessment procedures have been formulated to predict the displacement response at several performance levels defined based on the expected damage on the structural elements. These displacement profiles have been subsequently used to estimate the performance level achieved under a given seismic hazard intensity and to develop damage fragility curves. For buildings, these concepts have been extended to compute economic losses in agreement with current performance‐based earthquake engineering procedures. In this study, existing displacement‐based formulations for the approximate seismic assessment of single‐column multi‐span continuous RC bridges, with non‐sacrificial shear keys for the pier‐to‐deck connections, are extended for the computation of expected annual losses under transverse direction excitation. Additionally, an iterative response spectrum analysis procedure, which directly considers higher mode effects, is proposed for computing the displacement response, and these results are also used to estimate direct expected annual losses. Results show that both procedures tend to compute higher losses when compared with those obtained with a fully probabilistic loss assessment framework, using demand estimations computed with nonlinear response history analysis. Results also show that the simplified loss assessment procedure is highly sensitive to the definition of the collapse fragility curve.

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Section: Application To a Bridge Portfoliomentioning

confidence: 97%

Section: Application To a Single Bridgementioning

confidence: 99%

Section: Application To a Single Bridgementioning

confidence: 99%

Section: Application To a Bridge Portfoliomentioning

confidence: 99%

Section: Application To a Single Bridgementioning

confidence: 99%

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Extension of displacement‐based simplified procedures to the seismic loss assessment of multi‐span RC bridges

Perdomo

Monteiro

2020

Earthq Engng Struct Dyn

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Fragility and vulnerability analysis of deteriorating ordinary bridges using simulated ground‐motion sequences

Otárola

Fayaz

Galasso

2022

Earthq Engng Struct Dyn

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Highway bridges are critical components of the lifeline transport infrastructure in urban areas. They are designed with the expectation of not sustaining significant structural/non‐structural damage after major earthquake‐induced ground shaking. However, in the current structural performance‐based assessment practice, the effects of a pre‐damaged state during ground‐motion sequences are often neglected. Additionally, environmentally induced deterioration mechanisms (e.g., steel rebar corrosion) may exacerbate the consequences of such ground‐motion sequences on the seismic structural performance during the bridge design lifetime; yet such effects are commonly overlooked. This study proposes a computational methodology to derive state‐dependent fragility and vulnerability relationships (i.e., explicitly depending on the damage state achieved by the bridge structure during a first shock) for bridge structures subjected to chloride‐induced corrosion deterioration and ground‐motion sequences. The methodology is demonstrated for a case‐study ordinary bridge structure (representing a typical bridge vulnerability class in southern California) under seismic sequences assembled from the CyberShake 15.12 (hybrid) simulated ground‐motion database. In the proposed approach, parameterised (i.e., dependent on the corrosion deterioration level) vector‐valued probabilistic seismic demand models are developed for the bridge components (i.e., columns and shear keys). These models, calibrated through sequential cloud‐based nonlinear time‐history analyses, relate the dissipated hysteretic energy in the ground‐motion sequence to a deformation‐based engineering demand parameter induced by the first shock and a ground‐motion intensity measure of the second shock for a given corrosion deterioration level. Fragility relationships are first derived for a single ground motion at the component‐level; state‐dependent fragility relationships are then derived by considering the additional damage induced by a second ground motion within the simulated sequence (structure‐specific damage states are considered). Furthermore, a component‐based simulation approach accounting for the correlations across the components’ response is utilised to derive fragility relationships at the system level (i.e., for the bridge structure). Finally, appropriate damage‐to‐loss models for ordinary bridges are used to derive state‐dependent vulnerability relationships. The results demonstrate the significant impact of earthquake‐induced ground‐motion sequences and environmentally‐induced corrosion deterioration, emphasising the necessity of accounting for this multi‐hazard threat in the structural performance‐based assessment of bridges. Relative variations up to 120% can be found in the system‐level state‐dependent fragility median values comparing the results for the bridge in pristine and deteriorated conditions.

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Fragility analysis of existing prestressed concrete bridges under traffic loads according to new Italian guidelines

Miluccio

Losanno

Parisi

et al. 2022

Structural Concrete

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After the 2018 collapse of Morandi highway bridge in Genova, new Italian guidelines (GL) were issued for prioritization of safety evaluations and retrofit interventions on existing bridges. Among several novelties, GL introduced new traffic load models (TLMs) which can be adopted for existing bridges in case of noncompliant safety checks according to the Italian building code (NTC) provisions. In this study, a class of simply supported, beam-type, prestressed concrete bridge decks built between 1970 and 1980 in Italy is considered. Assuming geometric, material, and load random variables together with consideration of capacity model uncertainty, Monte Carlo sampling technique was implemented in MATLAB in order to randomly generate deck models and to evaluate their traffic-load fragility. Fragility analysis was carried out to compare vulnerability levels of existing Italian bridges under different load patterns provided by GL and NTC. In addition to a prescribed TLM, the sensitivity of fragility to bridge usage limitations, such as reduced distance of external load lane from kerb or reduced number of lanes, was also quantified to support decision-making by road management companies. In the final part of the study, the annual failure probability of selected bridges was estimated using a European weigh-in-motion database and convolution of fragility and hazard.Abbreviations: A sp , prestressing steel area; A s , reinforcing steel area; b w , girder web width; CoV, coefficient of variation; d, distance of reinforcing steel rebar from the top compression side; DCR, demand capacity ratio; f ct , concrete tensile strength; FORM, first order reliability method; GL, Italian technical Guidelines for safety assessment of existing bridges; GVW, gross vehicle weight; IM, intensity measure; LRFD, load-resistance factor design; M r , flexural capacity; M r,exp , experimental flexural strength; M r,th , theoretical flexural strength; n l , number of notional lanes; N sim , number of simulations; NTC, Italian building code; P[C], failure probability; P[CjH], conditional probability of exceeding ultimate limit state given intensity measure; P[H], traffic-related hazard; PC, prestressed concrete; PSD, permissible stress design; Q 1d , design first-lane tandem load; R 2 , coefficient of determination; RC, reinforced concrete; r l , remaining area of the carriageway width; RV, random variable; TLM, traffic load model; t ref , residual service life; ULS, ultimate limit state; V r , shear capacity; WIM, weigh-in-motion; x 0 , clear distance of the first notional lane from the kerb; β, logarithmic standard deviation; β 0 , target reliability; β al , logarithmic standard deviation associated with aleatory uncertainties; β ep , logarithmic standard deviation associated with epistemic uncertainties; μ, mean value; σ cp , average compressive concrete stress; σ sp , residual prestressing action; θ, model error.Discussion on this paper must be submitted within two months of the print publication. The discussion will then be published in print,...

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Estimation of Seismic Expected Annual Losses for Multi-Span Continuous RC Bridge Portfolios Using a Component-Level Approach

Cited by 17 publications

References 51 publications

Extension of displacement‐based simplified procedures to the seismic loss assessment of multi‐span RC bridges

Extension of displacement‐based simplified procedures to the seismic loss assessment of multi‐span RC bridges

Fragility and vulnerability analysis of deteriorating ordinary bridges using simulated ground‐motion sequences

Fragility analysis of existing prestressed concrete bridges under traffic loads according to new Italian guidelines

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