Probabilistic seismic performance assessment of lap-spliced RC columns retrofitted by steel wrapping jackets

Choi, Eunsoo; Youn, Heejung; Cho, Baik-Soon

doi:10.1007/s11803-016-0318-0

Cited by 6 publications

(3 citation statements)

References 13 publications

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“…The three approaches addressed in Figures 1 to 3 and Table 1 were also applied to 234 FRP-jacketed specimens which failed in flexure under inelastic cyclic loading, or did not reach ultimate conditions till the end of the test. The tests are drawn from Anggawidjaja et al (2006), Anzlin et al (2015), Bournas et al (2007), Bousias et al (2004Bousias et al ( , 2007, Chang et al (2001), Chen et al (2008, Chun & Park (2002), Colalillo & Sheikh (2012, El Gawady et al (2010), Elnabelsy & Saatcioglu (2004), ElSouri & Harajli (2011), Faella et al (2006), Furuta et al (2001, Fukuyama et al (1999), Galal et al (2005), Ghosh & Sheikh (2007), Harajli & Dagher (2007, Harajli & Rteil (2004), Haroun et al (2001), Haroun & Elsanadedy (2005a, 2005b, Harries et al (2003Harries et al ( , 2006, Iacobucci et al (2003), Iihoshi et al (1999), Ikeda et al (2001), Idris & Ozbakaloglu (2013), Juntanalikit et al (2016), Kim et al (2011), Kono et al (2008), Li & Jing (2003), Liu et al (2010), Ma et al (2000), Masukawa et al (1997), Masuo (1999), Memon & Sheikh (2005), Moghaddam & Mehdiza...…”

Section: Assessment Of Rules Inmentioning

confidence: 99%

Shear resistance of RC members with closed FRP jacket for Eurocode 8

Biskinis,

Fardis

2024

Preprint

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The shear resistance computed using Annex J of Part 1–1 of Generation 2 of Eurocode 2 – on strengthening of RC members for static loads with externally-bonded Fibre-Reinforced-Polymers (FRPs) – exceeds by about 25% on average the cyclic shear resistance of 64 FRP-jacketed shear-critical RC specimens in the international literature. The semi-empirical cyclic shear resistance approach for FRP-wrapped RC members in Annex A of Part 3 of Generation 1 of Eurocode 8 is in good average agreement with the results of these tests, but conflicts with the rational, mechanics-based approach for shear resistance against static actions in Generation 2 of Eurocode 2, which has already been adopted in Generation 2 of Eurocode 8 for members without FRP jackets, adapted to the specific needs of seismic design. This latter approach is modified and extended to cover RC members with closed FRP jackets in a more technically sound way than in Annex J of Generation 2 of Eurocode 2. The new approach fits the available cyclic test results without bias or lack-of-fit with respect to the key variables controlling cyclic shear resistance, gives slightly better accuracy than the semi-empirical one in Generation 1 of Eurocode 8 and does much better in correctly identifying as not failing in shear FRP-wrapped RC members which have failed in flexure or not failed at all during cyclic testing.

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Section: Assessment Of Rules Inmentioning

confidence: 99%

Shear resistance of RC members with closed FRP jacket for Eurocode 8

Biskinis,

Fardis

2024

Preprint

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“…For example, the fragility curves by Bakhshi and Asadi (2013) were developed to evaluate the effect of probabilistic variables such as PGA uncertainty and the important factor of buildings and ductility capacity. Choi et al (2016) used fragility curves for the probabilistic assessment of two reinforced concrete (RC) columns which were lap-spliced at the bottom and retrofitted with two types of steel wrapping jackets. Beheshti Aval et al (2017) reported that for the two proposed methods, the fragility curves were produced in two performance levels of immediate occupancy (IO) and collapse prevention (CP).…”

Section: Introductionmentioning

confidence: 99%

Fragility curves production by seismic improvement of the high-dimensional model representation method

Asadi

Sourani

2019

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Purpose In the absence of random variables, random variables are generated by the Monte Carlo (MC) simulation method. There are some methods for generating fragility curves with fewer nonlinear analyses. However, the accuracy of these methods is not suitable for all performance levels and peak ground acceleration (PGA) range. This paper aims to present a method through the seismic improvement of the high-dimensional model representation method for generating fragility curves while taking advantage of fewer analyses by choosing the right border points. Design/methodology/approach In this method, the values of uncertain variables are selected based on the results of the initial analyses, the damage limit of each performance level or according to acceptable limits in the design code. In particular, PGAs are selected based on the general shape of the fragility curve for each performance limit. Also, polynomial response functions are estimated for each accelerogram. To evaluate the accuracy, fragility curves are estimated by different methods for a single degree of freedom system and a reinforced concrete frame. Findings The results indicated that the proposed method can not only reduce the computational cost but also has a higher accuracy than the other methods, compared with the MC baseline method. Originality/value The proposed response functions are more consistent with the actual values and are also congruent with each performance level to increase the accuracy of the fragility curves.

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“…Perrault et al [18] used experimental data to evaluate the fragility of the BRD tower in Bucharest. Choi et al [19] used RC column experimental results to develop nonlinear models. Nonlinear time history analyses were performed using ground motions and then fragility curves of the columns were constructed.…”

Section: Introductionmentioning

confidence: 99%

Using full bridge numerical model to develop analytical fragility curves

2018

JCE

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Using full bridge model to develop analytical fragility curves for typical concrete bridge piersThis study shows the effect of various numerical models on the development of analytical fragility curves for bridge piers. Two distinct models are compared: model with a single degree of freedom, and the proposed full bridge model. Bridge pier damage indexes are obtained by performing both dynamic and static nonlinear analyses (pushover and time history analysis), in order to develop fragility curves for this bridge pier. It was observed that capacity curves, ductility curves, and fragility curves, are sensitive to structural modelling.Primjena numeričkog modela cijelog mosta u analitičkom postupku izrade krivulja vjerojatnosti oštećenja U radu se analizira utjecaj različitih numeričkih modela mosta na definiranje krivulja vjerojatnosti oštećenja njihovih stupova analitičkim postupkom. Uspoređuju se dva različita modela, model s jednim stupnjem slobode te predloženi model cijelog mosta. Za potrebe određivanja krivulja vjerojatnosti oštećenja promatranog stupa, određeni su njegovi indeksi oštećenja pomoću dinamičke i statičke nelinearne analize (metoda postupnog guranja i time-history analiza). Utvrđeno je da način modeliranja utječe na krivulje nosivosti, duktilnosti i vjerojatnosti oštećenja. Ključne riječi: krivulje vjerojatnosti oštećenja, metoda postupnog guranja, seizmička oštetljivost, model stupa mosta Übersichtsarbeit Nadjib Hemaidi Zourgui, Abderrahmane Kibboua, Mohamed Taki Anwendung eines Vollbrückenmodells im analytischen Verfahren zur Erstellung der Wahrscheinlichkeitskurve der Beschädigungen In der Abhandlung wird der Einfluss verschiedener nummerischer Brückenmodelle auf die Festlegung der Wahrscheinlichkeitskurve der Beschädigungen ihrer Pfeiler durch ein analytisches Verfahren analysiert. Verglichen werden zwei unterschiedliche Modelle, das Modell mit einem Freiheitsgrad sowie das vorgeschlagene Vollbrückenmodell. Zum Zweck der Festlegung der Wahrscheinlichkeitskurve der Beschädigung des betrachteten Pfeilers wurde sein Beschädigungsindex mithilfe der dynamischen und statischen nicht linearen Analyse (Methode der inelastischen statischen Untersuchung und Time-history-Analyse) festgelegt. Festgestellt wurde, dass die Art der Modellierung die Tragfähigkeits-, Duktilitäts-und Wahrscheinlichkeitskurven der Beschädigung beeinflusst. Schlüsselwörter: Wahrscheinlichkeitskurve der Beschädigung, Methode der inelastischen statischen Untersuchung, seismische Beschädigbarkeit

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Probabilistic seismic performance assessment of lap-spliced RC columns retrofitted by steel wrapping jackets

Cited by 6 publications

References 13 publications

Shear resistance of RC members with closed FRP jacket for Eurocode 8

Shear resistance of RC members with closed FRP jacket for Eurocode 8

Fragility curves production by seismic improvement of the high-dimensional model representation method

Using full bridge numerical model to develop analytical fragility curves

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