Building service life economic loss assessment under sequential seismic events

Probabilistic life‐cycle cost (LCC) analysis facilitates optimal management of infrastructure systems under uncertainty. Despite recent advancements, accurate and efficient estimation of the LCC of systems facing risk of exposure to multiple stochastic occurrences of hazards has remained a significant challenge. This paper proposes a Markovian LCC framework that substantially reduces the often very high computational cost of probabilistic LCC analysis especially for large systems. The presented methodology also enhances the accuracy of LCC estimates in multiple fronts. It captures damage accumulations due to incomplete or no repair actions over multiple stochastic hazard exposures in a system's lifetime. Moreover, it tracks the state of infrastructure vulnerability during repair processes and incorporates uncertainties in downtimes associated with damage states of the system. Finally, it estimates the entirity of loss induced by a hazard and avoids the truncation error that exists in annual loss estimates for scenarios where repair downtimes are greater than one year. With these new capabilities, the proposed LCC framework is applied to a bridge in a seismic zone to estimate the LCC and analyze complex interactions of stochastic hazards and their effects with recovery efforts. Results indicate that neglecting effects of damage accumulation and partial improvements in the course of repair can lead to 20% underestimation and 14% overestimation of the expected hazard‐induced LCC, respectively.

Section: Resultsmentioning

confidence: 98%

A Markovian approach to infrastructure life‐cycle analysis: Modeling the interplay of hazard effects and recovery

Dehghani

Fereshtehnejad

Shafieezadeh

2020

“…To save space for ducts and increase the lateral stiffness of an AC, the braces are most commonly installed between vertical suspension bars. Using the displacement compatibility solutions, the relative horizontal displacements between the two ends of the diagonal braces, ie, points A and C in Figure 5, are equal to the horizontal projection of the brace extension, as expressed in Equations (7) and (8). For the actual situation, a and d (see Figure 5) are always assumed to be the same.…”

Section: Ac W/ Interior Bracementioning

confidence: 99%

“…Damage to nonstructural components can lead to substantial economic losses . A breakdown of the investments for a typical building indicates that nonstructural components constitute the most significant portion of the costs required to construct offices, hotels, and hospitals.…”

Section: Introductionmentioning

confidence: 99%

“…Damage to nonstructural components can lead to substantial economic losses. [6][7][8] A breakdown of the investments for a typical building indicates that nonstructural components constitute the most significant portion of the costs required to construct offices, hotels, and hospitals. According to a survey in the United States, 9 48% of the total construction in hospitals and 70% of that in hotels are attributed to nonstructural members, as shown in Figure 1.…”

mentioning

confidence: 99%

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Investigating the vibration properties of integrated ceiling systems considering interactions with surrounding equipment

Kunitomo

Kurata

et al. 2020

Studies on recent earthquakes highlighted that buildings with minimal structural damage still suffer from extensive damage and failure of nonstructural components. The dropping and damage of suspended ceiling systems, which typically consist of acceleration-sensitive nonstructural elements, resulted in lengthy functional disruptions and extended recovery time. This article experimentally and analytically examined the vibration properties of an integrated ceiling system considering the interactions with surrounding electrical equipment. The theoretical stiffness and corresponding frequency of electrical equipment were initially derived and then verified by subsequent vibration tests and numerical analyses. The seismic performance of the air conditioner (AC) was evaluated with different installment configurations based on design spectra and floor response spectra. Vibration tests of the suspended integrated ceiling system considering the interactions with surrounding equipment showed that the inclusion of peripheral constraints increased the first horizontal vibration frequency of the ceiling system by a factor of approximately 6. The natural frequencies of all components in the integrated ceiling system were almost identical, which was attributed to the coupled behavior between the ceiling panels and surrounding equipment, emphasizing the effect of interactions between adjacent components during dynamic analysis. Based on the above experimental investigation, an associated numerical model of the integrated ceiling system was created. Finally, corresponding parametric studies that included the interactions with surrounding equipment, reinforcing braces of ACs and strengthening members at the rise-up location between two elevations were performed. K E Y W O R D S integrated ceiling system, interaction, nonstructural components, vibration model, vibration test

“…The methodology for loss estimation is then described, and its application is demonstrated on two variants of a three‐storey masonry building, both of which have the same geometry, but they are considered to be built from hollow clay masonry (model H) or solid brick masonry (model S) in order to investigate how the mechanical properties of the masonry walls affected the seismic performance of a building if expressed by risk‐based performance measures. In the presented example, the effects of higher modes of failure of the structure, the out‐of‐plane damage of structural components, the effects of modelling uncertainties, and the effects of aftershocks (eg, ) were neglected.…”

Section: Introductionmentioning

confidence: 99%

Pushover‐based seismic risk assessment and loss estimation of masonry buildings

Snoj

Dolšek

2020

A pushover-based seismic risk assessment and loss estimation methodology for masonry buildings is introduced. It enables estimation of loss by various performance measures such as the probability of exceeding a designated economic loss, the expected annual loss, and the expected loss given a seismic intensity. The methodology enables the estimation of the economic loss directly from the results of structural analysis, which combines pushover analysis and incremental dynamic analysis of an equivalent SDOF model. The use of the methodology is demonstrated by means of two variants of a three-storey masonry building both of which have the same geometry, but they are built, respectively, from hollow clay masonry (model H) and solid brick masonry (model S). The probability of collapse given the selected design earthquake corresponding to a return period of 475 years was found to be negligible for model H, which indicates the proper behaviour of such a structure when designed according to the current building codes. However, the corresponding probability of collapse of model S was very high (46%). The expected total loss given the design earthquake was estimated to amount to 28 000 € and 290 000 €, respectively, for models H and S. The expected annual loss per 100 m 2 of gross floor area was estimated to amount to 75 € and 191 €, respectively, for models H and S. For the presented examples, it was also observed that nonstructural elements contributed more than 50% of the total loss. K E Y W O R D Sexpected annual loss, hollow clay masonry, loss estimation, probability of collapse, seismic risk assessment, solid brick masonry