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Статті в журналах з теми "Seismic fragility curve":
1
Dang, Thuat-Cong, Thien-Phu Le, and Pascal Ray. "Seismic fragility curves based on the probability density evolution method." Vietnam Journal of Mechanics 39, no. 2 (June 21, 2017): 177–89. http://dx.doi.org/10.15625/0866-7136/10208.
Анотація:
A seismic fragility curve that shows the probability of failure of a structure in function of a seismic intensity, for example peak ground acceleration (PGA), is a powerful tool for the evaluation of the seismic vulnerability of the structures in nuclear engineering and civil engineering. The common assumption of existing approaches is that the fragility curve is a cumulative probability log-normal function. In this paper, we propose a new technique for construction of seismic fragility curves by numerical simulation using the Probability Density Evolution Method (PDEM). From the joint probability density function between structural response and random variables of a system and/or excitations, seismic fragility curves can be derived without the log-normal assumption. The validation of the proposed technique is performed on two numerical examples.
2
D H, RAJKAMAL, ASHWINI SATYANARAYANA, and PRAKASH P. "SEISMIC ANALYSIS AND RETROFITTING OF BRIDGES BY USING FRAGILITY CURVES." International Scientific Journal of Engineering and Management 02, no. 04 (September 24, 2023): 1–12. http://dx.doi.org/10.55041/isjem01315.
Анотація:
Bridges, integral to transportation networks, face significant challenges from seismic events, impacting infrastructure resilience and public safety. This study focuses on developing fragility curves for bridges, providing a quantitative link between ground motion intensity and structural damage probability. Fragility curves offer insights into seismic vulnerability, considering factors like structural design, material properties, and local seismic conditions. The research explores various fragility curve development methods, emphasizing analytical approaches, and details Incremental Dynamic Analysis (IDA) as a vital tool. IDA, a parametric structural analysis, is employed to forecast bridge seismic responses, facilitating the derivation of fragility curves. The methodology guides bridge-specific IDA, involving seismic hazard assessment, structural modeling, and performance metric identification. By systematically evaluating fragility curves and considering retrofitting options, informed decisions can enhance the seismic resilience of bridges, contributing to the broader field of seismic risk assessment and infrastructure resilience. Key Words: resilience, Incremental Dynamic Analysis, retrofitting.
3
LIN, J. H. "SEISMIC FRAGILITY ANALYSIS OF FRAME STRUCTURES." International Journal of Structural Stability and Dynamics 08, no. 03 (September 2008): 451–63. http://dx.doi.org/10.1142/s0219455408002740.
Анотація:
A seismic fragility analysis of structures is essential to prediction of the building behavior that is likely to occur during earthquakes. Normally, the probability of failure of a structure over a specified period of time is obtained through a convolution of the fragility curve with the seismic hazard curve for the structure site. The fragility models and damage states probabilities serve as a basis for improving the structural codes and performance-based design. Thus, there is a need for relatively simple procedures for evaluating fragility data for decision-making. In this study, the peak story drifts of a building structure during earthquakes are used as an indicator of structural demands. An analytical solution for evaluating the statistical characteristics of peak story drifts of frame structures during earthquakes is proposed. Based on it, an approximate approach to constructing the seismic fragility curves for various states of damage for frame structures is developed.
4
Wang, Neng Jun, Jian Min Wang, and Wen Ting Jiang. "Seismic Fragility Analysis of Reinforced Concrete Frames within Service Life." Applied Mechanics and Materials 166-169 (May 2012): 2391–94. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.2391.
Анотація:
An analytical method was proposed to obtain the seismic fragility curve of reinforced concrete frames within the service life. Considering the variation law of nonlinear mechanical characteristics of un-carbonated concrete within service life, the seismic fragility curve of frames was developed based on the inter-storey drift corner in the weak storey of frame structures. According to the defined frame damage states, each seismic fragility curve reflects the probability change tendency of the defined damage state in frames within service life. A numerical example was modeled to illustrate the variation characteristic of seismic fragility within the service life.
5
Fatimah, Samreen, and Jenna Wong. "Sensitivity of the Fragility Curve on Type of Analysis Methods, Applied Ground Motions and Their Selection Techniques." International Journal of Steel Structures 21, no. 4 (June 26, 2021): 1292–304. http://dx.doi.org/10.1007/s13296-021-00503-z.
Анотація:
AbstractFragility curves are the primary way of assessing seismic risk for a building with numerous studies focused on deriving these fragility curves and how to account for the inherent uncertainty in the seismic assessment. This study focuses on a three-story steel moment frame structure and performs a fragility assessment of the building using a new approach called SPO2FRAG (Static Pushover to Fragility) that is based on pushover analysis. This new approach is further compared and contrasted against traditional nonlinear dynamic analysis approaches like Incremental Dynamic Analysis and Multiple Stripe Analysis. The sensitivity of the resulting fragility curves is studied against multiple parameters including uncertainties in ground motion, the type of analysis method used and the choice of curve fitting technique. All these factors influence the fragility curve behavior and this study assesses the impact of changing these parameters.
6
He, Zhiming, and Qingjun Chen. "Vertical Seismic Effect on the Seismic Fragility of Large-Space Underground Structures." Advances in Civil Engineering 2019 (April 7, 2019): 1–17. http://dx.doi.org/10.1155/2019/9650294.
Анотація:
The measured vertical peak ground acceleration was larger than the horizontal peak ground acceleration. It is essential to consider the vertical seismic effect in seismic fragility evaluation of large-space underground structures. In this research, an approach is presented to construct fragility curves of large-space underground structures considering the vertical seismic effect. In seismic capacity, the soil-underground structure pushover analysis method which considers the vertical seismic loading is used to obtain the capacity curve of central columns. The thresholds of performance levels are quantified through a load-drift backbone curve model. In seismic demand, it is evaluated through incremental dynamic analysis (IDA) method under the excitation of horizontal and vertical acceleration, and the soil-structure-interaction and ground motion characteristics are also considered. The IDA results are compared in terms of peak ground acceleration and peak ground velocity. To construct the fragility curves, the evolutions of performance index versus the increasing earthquake intensity are performed, considering related uncertainties. The result indicates that if we ignore the vertical seismic effect to the fragility assessment of large-space underground structures, the exceedance probabilities of damage of large-space underground structures will be underestimated, which will result in an unfavorable assessment result.
7
Wijayanti, Erlin, Stefanus Kristiawan, Edy Purwanto, and Senot Sangadji. "Seismic Vulnerability of Reinforced Concrete Building Based on the Development of Fragility Curve: A Case Study." Applied Mechanics and Materials 845 (July 2016): 252–58. http://dx.doi.org/10.4028/www.scientific.net/amm.845.252.
Анотація:
This study aims to determine the seismic vulnerability of 5th Building of Engineering Faculty, Sebelas Maret University by developing its fragility curves. Fragility curve is a measure of probabilistic seismic performance under various ground motion. The intensity of ground motion adopted in this study is median spectral displacement, , with lognormal standard deviation, βds as uncertainty parameter. The value of lognormal standard deviation is adopted from HAZUS. The parameters of median spectral displacements are identified from the capacity spectrum curve. The capacity curve obtained from non-linear static pushover analysis. Capacity curves can be converted into capacity spectrum to identify the location of the median spectral displacement at various damage states. The obtained fragility curves provide information on the probability of various damage states to occur when certain ground motion level strikes the building under study.
8
Zheng, Shan Suo, Wen Bo Li, Qian Li, and Fan Wang. "Seismic Fragility Analysis of SRC Frame Structures." Applied Mechanics and Materials 166-169 (May 2012): 2042–45. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.2042.
Анотація:
With the rapid development and extensive application of SRC (steel reinforced concrete) frame structures, the study on seismic fragility of SRC structure under earthquakes seems rather important. The seismic fragility of the SRC frame structures is studied by the method of Incremental Dynamic Analysis (IDA) in this paper. IDA method is conducted on 9 storey SRC frame structure to obtain the IDA curves of this model. Meanwhile, the seismic fragility of the model is analyzed to get the fragility curve. The result shows that IDA can describe the quantitative relationship between the exceeding probability of different states and damage degree of the target.
9
Yuan, Li Li, Jian Min Wang, Neng Jun Wang, and Wen Ting Jiang. "Seismic Fragility Analysis of Reinforced Concrete Frames with Service Life." Advanced Materials Research 446-449 (January 2012): 2313–16. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.2313.
Анотація:
An analytical method to obtain the seismic fragility curve of reinforced concrete frames with service life was proposed in this paper. Considering the variation of nonlinear mechanical characteristics of un-carbonated concrete with service life, the seismic fragility curve of frames was developed based on the interstorey drift corner in the weak storey of frame structures. According to the damage state definition of frames, each seismic fragility curve reflects the probability tendency of the defined damage state happening in frames with service life. It is helpful for the seismic performance analysis of reinforced concrete frames to use the proposed method.
10
Ahmad, Nursafarina, Azmi Ibrahim, and Shahria Alam. "Analytical Seismic Fragility Curves for Reinforced Concrete Wall pier using Shape Memory Alloys considering maximum drift." MATEC Web of Conferences 258 (2019): 04001. http://dx.doi.org/10.1051/matecconf/201925804001.
Анотація:
Fragility curves express the seismic vulnerability of bridge piers for different damage states at various earthquake intensities. A fragility curve typically gives a physical understanding of repair costs and functionally levels of a bridge pier. Shape memory alloys (SMAs) provide a promising alternative material in reducing the failure probability of a bridge pier. This study develops a family of seismic fragility curves for reinforced concrete (RC) wall piers reinforced with three different types of SMA rebar in plastic hinge regions. An incremental dynamic analysis (IDA) using a total of 20 earthquake ground motions was performed on a SMA-RC wall pier to evaluate its seismic performance. The maximum drift recorded for each ground motion was taken as the seismic performance demand parameter of interest in this study. The probabilistic seismic demand model (PSDM) was used to generate fragility curves for each RC-SMA wall pier. The results show that the different mechanical properties and type of SMAs affect the performance of RC-SMA wall pier.
Дисертації з теми "Seismic fragility curve":
1
Ay, Bekir Ozer. "Fragility Based Assessment Of Low." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607629/index.pdf.
Анотація:
In this study, structural vulnerability of reinforced concrete frame structures by considering the country&ndashspecific characteristics is investigated to manage the earthquake risk and to develop strategies for disaster mitigation. Low&ndash
rise and mid&ndash
rise reinforced concrete structures, which constitute approximately 75% of the total building stock in Turkey, are focused in this fragility&ndash
based assessment. The seismic design of 3, 5, 7 and 9&ndash
story reinforced concrete frame structures are carried out according to the current earthquake codes and two dimensional analytical models are formed accordingly. The uncertainty in material variability is taken into account in the formation of structural simulations. Frame structures are categorized as poor, typical or superior according to the specific characteristics of construction practice and the observed seismic performance after major earthquakes in Turkey. The demand statistics in terms of maximum interstory drift ratio are obtained for different sets of ground motion records. The capacity is determined in terms of limit states and the corresponding fragility curves are obtained from the probability of exceeding each limit state for different levels of ground shaking. The results are promising in the sense that the inherent structural deficiencies are reflected in the final fragility functions. Consequently, this study provides a reliable fragility&ndash
based database for earthquake damage and loss estimation of reinforced concrete building stock in urban areas of Turkey.
2
Saler, Elisa. "Seismic vulnerability and fragility of school buildings in Italy. A multiscale approach to assessment, prioritisation, and risk evaluation." Doctoral thesis, Università degli studi di Trento, 2022. http://hdl.handle.net/11572/348119.
Анотація:
The importance of school buildings, among the built heritage of a community, is largely acknowledged. Due to past seismic events, damage or even collapse of schools have had a huge social impact. The safety of children and youth has a fundamental priority and, in addition, the unsafety of schools can aggravate social dispersion phenomena which follow an earthquake. In the aftermath of the Molise earthquake (2002), which caused the collapse of a primary school in San Giuliano di Puglia (Campobasso, Italy) and the consequent death of 27 children and a teacher, the Italian government issued a national plan for the seismic vulnerability assessment of relevant and strategic structures all over the country. The huge number of structures to be evaluated makes this operation extremely complex and, after almost twenty years, it still requires efficient and cost-effective (also in terms of execution time) tools to be effectively planned.
More recently, the United Nations adopted, in March 2015, the Sendai Framework for Disaster Risk Reduction 2015-2030, which is articulated in “priorities”, providing actions to be implemented. Specifically, Priority 1 is focused on “understanding disaster risk”, while Priority 2 sets the goal of “strengthening disaster risk governance to manage disaster risk”. Both objectives require to deepen knowledge of risks and of its components (i.e., hazard, exposure and vulnerability) at various territorial scale (e.g., national or urban).
This thesis presents the seismic vulnerability and fragility assessment of school buildings in Italy, to address this problem at multiple scales, at municipality level and at national level, also including investigations on case studies for refined modelling.
First, a prioritisation procedure to sort school buildings part of an urban stock by their seismic vulnerability is proposed. This procedure has the aim of supporting local administrations and enterprises in charge with built stocks in decision-making for the allocation of limited funds for retrofit. The knowledge process of the building stock is comprised of on-site visual surveys and retrieval of original projects documentations. Then, the priority list is defined based on the combination of a qualitative evaluation and of a quantitative capacity/demand ratio resulting from a simplified mechanics-based model. The former results from the application of a form, counting structural and non-structural deficiencies, which is proposed in this work for masonry, reinforced concrete (r.c.), and mixed masonry-r.c. buildings, by updating an existing form. The priority-ranking procedure was applied to r.c. school buildings managed by the Municipality of Padova, in north-east Italy.
Then, in the second part of the thesis, the research focuses on the fragility assessment of macro-classes of buildings, representative of the Italian school taxonomy, aimed at risk evaluation at national scale.
Based on the Italian school building census, macro-classes of buildings were identified according to a limited number of parameters (i.e., the construction material, age of construction, number of stories, and plan area). Fragility curves were derived for five damage states (from slight damage to complete collapse), with reference to the European Macroseismic Scale (EMS98).
For masonry schools, fragility curves were derived for 265 building types by means of a simplified mechanics-based approach, named Vulnus, which accounts for both in-plane and out-of-plane responses.
Fragility assessment was also carried out for a macro-class of r.c. school buildings by selecting two representative schools from the above-mentioned urban stock managed by the Municipality of Padova. A non-linear fibre model was developed for each prototype building, taking into account its specific features, such as the presence of infills and of non-seismic joints. Non-Linear Time History Analyses (NLTHA) were carried out by applying a great number of natural and scaled ground motion records, covering a large range of seismic intensities. Fragility curves were derived by statistically processing the outcomes of NLTHA.
Thus, the application of two alternative approaches for fragility estimate are provided in this work.
Finally, damage maps at national scale are provided by implementing the obtained fragilities, showing the distribution of expected damage for a selected return period and for observation time windows.
3
Avsar, Ozgur. "Fragility Based Seismic Vulnerability Assessment Of Ordinary Highway Bridges In Turkey." Phd thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/3/12610693/index.pdf.
Анотація:
Recent devastating earthquakes revealed that bridges are one of the most vulnerable components of the transportation systems. These seismic events have emphasized the need to mitigate the risk resulting from the failure of the bridges. Depending on the seismicity of the bridge local site, seismic vulnerability assessment of the bridges can be done based on the fragility curves. These curves are conditional probability functions which give the probability of a bridge attaining or exceeding a particular damage level for an earthquake of a given intensity level. In this dissertation, analytical fragility curves are developed for the ordinary highway bridges in Turkey constructed after the 1990s to be used in the assessment of their seismic vulnerability. Bridges are first grouped into certain major bridge classes based on their structural attributes and sample bridges are generated to account for the structural variability. Nonlinear response history analyses are conducted for each bridge sample with their detailed 3-D analytical models under different earthquake ground motions having varying seismic intensities. Several engineering demand parameters are employed in the determination of seismic response of the bridge components as well as defining damage limit states in terms of member capacities. Fragility curves are obtained from the probability of exceeding each specified damage limit state for each major bridge class. Skew and single-column bent bridges are found to be the most vulnerable ones in comparison with the other bridge classes. Developed fragility curves can be implemented in the seismic risk assessment packages for mitigation purposes.
4
伊藤, 義人, Yoshito ITOH, 光永 和田 та Mitsunaga WADA. "イベントを考慮した交通基盤施設のライフサイクル評価手法に関する研究". 土木学会, 2003. http://hdl.handle.net/2237/8633.
5
Bélec, Gilbert. "Seismic Assessment of Unreinforced Masonry Buildings In Canada." Thesis, Université d'Ottawa / University of Ottawa, 2016. http://hdl.handle.net/10393/34301.
Анотація:
Unreinforced masonry (URM) structures have shown tobe susceptible to significant
damage during strong earthquakes. Vulnerability assessment of URM buildings is needed so that appropriate mitigation strategies can be implemented. The existing Canadian practice consists of rapid seismic screening of buildings to assign priorities for further and more refined assessments, followed by refined analysis of individual critical buildings. The current seismic screening procedure, from 1992, is based on qualitative observations of seismic vulnerability, enabling the assignment of seismic priority indices, quantified on the basis of expert opinion and experience. More refined tools are needed for seismic vulnerability assessment of URM buildings in Canada, based on the current Canadian
seismic hazard values. The objective of the research project is to fulfill these needs by
developing fragility curves that provide a probabilistic assessment of different levels of
building performance under different intensities ofeastern and western seismicity.
Using an inventory of over 50,000 structures, a seismic assessment of typical low-rise and
mid-rise URM structures located in eastern and western Canada was carried out. The
required analyses were done using applied element method software which effectively
modeled the in-plane and out-of-plane behaviour of masonry walls. Using incremental
dynamic analysis, fragility curves were developed to reflect the capacity of URM
structures with a wide variety of selected structural and ground motion parameters. The
results were verified against available fragility information in the literature. They show the significance of selected parameters, while providing effective tools for seismic
vulnerability assessment of URM buildings in eastern and western Canada.
6
Ceran, H. Burak. "Seismic Vulnerability Of Masonry Structures In Turkey." Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12612745/index.pdf.
Анотація:
This study focuses on the evaluation of seismic safety of masonry buildings in Turkey by using fragility curves. Fragility curves for masonry buildings are generated by two behavior modes for load bearing walls: in-plane and out-of-plane. By considering the previous research and site investigations, four major parameters have been used in order to classify masonry buildings with in-plane behavior mode. These are number of stories, strength of load-bearing wall material, regularity in plan and the arrangement of walls (required length, openings in walls, etc.). In addition to these four parameters, floor type is also taken into account for the generation of fragility curves by considering out-of-plane behavior mode. During generation of fragility curves, a force-based approach has been used. In this study there exist two limit states, or in other words three damage states, in terms of base shear strength for in-plane behavior mode and flexural strength for out-of-plane behavior mode. To assess the seismic vulnerability of unreinforced masonry buildings in Turkey, generated fragility curves in terms of in-plane behavior, which is verified by damage statistics obtained during the 1995 Dinar earthquake, and out-of-plane behavior, which is verified by damage statistics obtained during the 2010 Elazig earthquake, is combined. Throughout the analysis, ground motion uncertainty, material variability and modeling uncertainty have also been considered. In the final part of the study, a single-valued parameter, called as &lsquovulnerability score&rdquo
, has been proposed in order to compare the seismic safety of unreinforced masonry buildings in Fatih sub province of Istanbul and to assess the influence of out-of-plane behavior together with the in-plane behavior of these existing masonry buildings.
7
Ucer, Serkan. "Seismic Response And Vulnerability Assessment Of Tunnels:a Case Study On Bolu Tunnels." Phd thesis, METU, 2012. http://etd.lib.metu.edu.tr/upload/12615005/index.pdf.
Анотація:
The aim of the study is to develop new analytical fragility curves for the vulnerability assessment of tunnels based on actual damage data of tunnels obtained from past earthquakes. For this purpose, additional important damage data belonging to Bolu Tunnels, Turkey was utilized as a case study.
Bolu Tunnels constitute a very interesting case from the earthquake hazard point of view, since two major earthquakes, 17 August 1999 Marmara and 12 November 1999 Düzce, occurred during the construction of the tunnels. The August 17, 1999 earthquake was reported to have had minimal impact on the Bolu Tunnels. However, the November 12, 1999 earthquake caused some sections of both tunnels to collapse. The remaining sections of the tunnels survived with various damage states which were subsequently documented in detail. This valuable damage data was thoroughly utilized in this study. To develop analytical fragility curves, the methodology described by Argyroudis et al. (2007) was followed. Seismic response of the Tunnels was assessed using analytical, pseudo-static and full-dynamic approaches. In this way, it was possible to make comparisons regarding the dynamic analysis methods of tunnels to predict the seismically induced damage. Compared to the pseudo-static and full-dynamic methods, the predictive capability of the analytical method is found to be relatively low due to limitations inherent to this method. The pseudo-static and full-dynamic solution results attained appear to be closer to each other and better represented the recorded damage states in general. Still, however, the predictive capability of the pseudo-static approach was observed to be limited for particular cases with reference to the full-dynamic method, especially for the sections with increasingly difficult ground conditions. The final goal of this study is the improvement of damage indexes corresponding to the defined damage states which were proposed by Argyroudis et al. (2005) based on the previous experience of damages in tunnels and engineering judgment. These damage indexes were modified in accordance with the findings from the dynamic analyses and actual damage data documented from Bolu Tunnels following the Dü
zce earthquake. Three damage states were utilized to quantify the damage in this study.
8
Huh, Jungwon, Quang Tran, Achintya Haldar, Innjoon Park, and Jin-Hee Ahn. "Seismic Vulnerability Assessment of a Shallow Two-Story Underground RC Box Structure." MDPI AG, 2017. http://hdl.handle.net/10150/625742.
Анотація:
Tunnels, culverts, and subway stations are the main parts of an integrated infrastructure system. Most of them are constructed by the cut-and-cover method at shallow depths (mainly lower than 30 m) of soil deposits, where large-scale seismic ground deformation can occur with lower stiffness and strength of the soil. Therefore, the transverse racking deformation (one of the major seismic ground deformation) due to soil shear deformations should be included in the seismic design of underground structures using cost- and time-efficient methods that can achieve robustness of design and are easily understood by engineers. This paper aims to develop a simplified but comprehensive approach relating to vulnerability assessment in the form of fragility curves on a shallow two-story reinforced concrete underground box structure constructed in a highly-weathered soil. In addition, a comparison of the results of earthquakes per peak ground acceleration (PGA) is conducted to determine the effective and appropriate number for cost- and time-benefit analysis. The ground response acceleration method for buried structures (GRAMBS) is used to analyze the behavior of the structure subjected to transverse seismic loading under quasi-static conditions. Furthermore, the damage states that indicate the exceedance level of the structural strength capacity are described by the results of nonlinear static analyses (or so-called pushover analyses). The Latin hypercube sampling technique is employed to consider the uncertainties associated with the material properties and concrete cover owing to the variation in construction conditions. Finally, a large number of artificial ground shakings satisfying the design spectrum are generated in order to develop the seismic fragility curves based on the defined damage states. It is worth noting that the number of ground motions per PGA, which is equal to or larger than 20, is a reasonable value to perform a structural analysis that produces satisfactory fragility curves.
9
Al, Mamun Abdullah. "Seismic Damage Assessment of Reinforced Concrete Frame Buildings in Canada." Thesis, Université d'Ottawa / University of Ottawa, 2017. http://hdl.handle.net/10393/36188.
Анотація:
The emphasis on seismic design and assessment of reinforced concrete (RC) frame structure has shifted from force-based to performance-based design and assessment to accommodate strength and ductility for required performance of building. RC frame structure may suffer different levels of damage under seismic-induced ground motions, with potentials for formation of hinges in structural elements, depending on the level of stringency in design. Thus it is required to monitor the seismic behaviour and performance of buildings, which depend on the structural system, year of construction and the level of irregularities in the structural system. It is the objective of the current research project to assess seismic performance of RC frame buildings in Canada, while developing fragility curves as analytical tools for such assessment. This was done through dynamic inelastic analysis by modelling selected building structures and using PERFORM-3D as analysis software, while employing incremental dynamic analysis to generate performance data under incrementally increasing seismic intensity of selected earthquake records. The results lead to probabilistic tools to assess the performance of buildings designed following the National Building Code of Canada in different years of construction with and without irregularities. The research consists of three phases; i) regular buildings designed after 1975, ii) regular buildings designed prior to 1975, and iii) irregular buildings designed prior to 1975. The latter two phases address older buildings prior to the development of modern seismic building codes. All three phases were carried out by selecting and designing buildings in Ottawa, representing the seismic region in eastern Canada, as well as buildings in Vancouver, representing the seismic region in western Canada. Buildings had three heights (2; 5; and 10-stories) to cover a wide range of building periods encountered in practice. The resulting fragility curves indicated that the older buildings showed higher probabilities of exceeding life safety and/or collapse prevention performance levels. Newer buildings showed higher probabilities of exceeding target performance levels in western Canada than those located in the east.
10
SANCIN, LJUBA. "SEISMIC VULNERABILITY EVALUATION OF R.C. AND MASONRY BUILDINGS IN THE CENTRE OF GORIZIA." Doctoral thesis, Università degli Studi di Trieste, 2021. http://hdl.handle.net/11368/2998137.
Анотація:
The aim of this research study is to investigate the vulnerability of the building heritage in Gorizia, a town in north-eastern Italy, on the border with Slovenia. This town has not been considered seismic until the year 2003 and then in 2010 it has been classified in a higher seismicity class. For this reason, most of the buildings are not designed to resist seismic action at all and an even lower percentage fulfils the requirements of the current technical standard.
Four real existing buildings are analysed as case study buildings, representative of the main structural types that can be found in the town. Two of them are high - rise (11 and 12 storeys) reinforced concrete (RC) framed buildings with a brittle concrete stairwell, designed for gravitational load only and built in the 60’s-70’s. In the last years, a growing attention has been payed to the seismic vulnerability of existing RC framed structures, but this type of buildings, with a core of concrete walls, has been investigated much less, although it is a structural type that is very spread. The other two case studies are masonry buildings built in 1740 and in 1903, respectively. One of the masonry buildings is the city hall of Gorizia, on which many in-situ tests have been performed within a project of the Department of Engineering and Architecture with the Municipality of Gorizia. For both RC buildings, some considerations are made about the influence of the masonry infills on the seismic behaviour of the building and of the numerical model. The vibration periods found with numerical modelling are also compared to the periods evaluated with vibrational measurements. The two numerical models without infills are then analysed with non-linear static and dynamic analyses. The results are processed with a cloud analysis in order to calculate fragility curves of the buildings, that show a very brittle behaviour. The two masonry buildings are analysed also with pushover analysis.
For the evaluation of the seismic vulnerability of the analysed buildings, two types of seismic hazard assessments have been considered for the extraction of the seismic inputs: Probabilistic Seismic Hazard Assessment (PSHA) method, by the Italian code response spectra and Neo Deterministic Seismic Hazard Assessment (NDSHA) method, with response spectra of two specific possible scenarios for the town of Gorizia. The physics-based scenarios are calculated for the two faults that are the closest to Gorizia: Idrija and Medea. A comparison is made between the demand given by the seismic inputs defined with the two methods. The importance of using both methods for the design of low-damage retrofitting solutions is highlighted.
At last, a theoretical study has been carried out within the present research study in order to find an innovative and effective solution for the retrofit of the RC high-rise brittle buildings. It consists in the application of an exo - or endo - skeleton, with the additional introduction of a sliding system at the base of the RC building, in order to decouple its motion from the ground motion. In this way, the exo- or endo-skeleton can be designed independently from the features of the existing building, that remains undamaged. The characteristics of the exo/endo-skeleton can be calibrated on the seismic input of the site of interest, with the possibility to adapt it to new seismic classifications of the territory.The aim of this research study is to investigate the vulnerability of the building heritage in Gorizia, a town in north-eastern Italy, on the border with Slovenia. This town has not been considered seismic until the year 2003 and then in 2010 it has been classified in a higher seismicity class. For this reason, most of the buildings are not designed to resist seismic action at all and an even lower percentage fulfils the requirements of the current technical standard. Four real existing buildings are analysed as case study buildings, representative of the main structural types that can be found in the town. Two of them are high - rise (11 and 12 storeys) reinforced concrete (RC) framed buildings with a brittle concrete stairwell, designed for gravitational load only and built in the 60’s-70’s. In the last years, a growing attention has been payed to the seismic vulnerability of existing RC framed structures, but this type of buildings, with a core of concrete walls, has been investigated much less, although it is a structural type that is very spread. The other two case studies are masonry buildings built in 1740 and in 1903, respectively. One of the masonry buildings is the city hall of Gorizia, on which many in-situ tests have been performed within a project of the Department of Engineering and Architecture with the Municipality of Gorizia. For both RC buildings, some considerations are made about the influence of the masonry infills on the seismic behaviour of the building and of the numerical model. The vibration periods found with numerical modelling are also compared to the periods evaluated with vibrational measurements. The two numerical models without infills are then analysed with non-linear static and dynamic analyses. The results are processed with a cloud analysis in order to calculate fragility curves of the buildings, that show a very brittle behaviour. The two masonry buildings are analysed also with pushover analysis. For the evaluation of the seismic vulnerability of the analysed buildings, two types of seismic hazard assessments have been considered for the extraction of the seismic inputs: Probabilistic Seismic Hazard Assessment (PSHA) method, by the Italian code response spectra and Neo Deterministic Seismic Hazard Assessment (NDSHA) method, with response spectra of two specific possible scenarios for the town of Gorizia. The physics-based scenarios are calculated for the two faults that are the closest to Gorizia: Idrija and Medea. A comparison is made between the demand given by the seismic inputs defined with the two methods. The importance of using both methods for the design of low-damage retrofitting solutions is highlighted. At last, a theoretical study has been carried out within the present research study in order to find an innovative and effective solution for the retrofit of the RC high-rise brittle buildings. It consists in the application of an exo - or endo - skeleton, with the additional introduction of a sliding system at the base of the RC building, in order to decouple its motion from the ground motion. In this way, the exo- or endo-skeleton can be designed independently from the features of the existing building, that remains undamaged. The characteristics of the exo/endo-skeleton can be calibrated on the seismic input of the site of interest, with the possibility to adapt it to new seismic classifications of the territory.
Частини книг з теми "Seismic fragility curve":
1
Mohamed Nazri, Fadzli. "Fragility Curves." In Seismic Fragility Assessment for Buildings due to Earthquake Excitation, 3–30. Singapore: Springer Singapore, 2017. http://dx.doi.org/10.1007/978-981-10-7125-6_2.
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Pradana, Erik Wahyu, Senot Sangadji, and Angga Destya Navara Noor. "Seismic Performance of Tall and Slender Minaret Structure with Hexagonal RC Wall Section by Means Fragility Curve Development." In Proceedings of the 5th International Conference on Rehabilitation and Maintenance in Civil Engineering, 37–46. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-9348-9_4.
3
Rossetto, Tiziana, Dina D’Ayala, Ioanna Ioannou, and Abdelghani Meslem. "Evaluation of Existing Fragility Curves." In SYNER-G: Typology Definition and Fragility Functions for Physical Elements at Seismic Risk, 47–93. Dordrecht: Springer Netherlands, 2013. http://dx.doi.org/10.1007/978-94-007-7872-6_3.
4
Yang, H. Z., and C. G. Koh. "Seismic Risk Evaluation by Fragility Curves Using Metamodel Methods." In Lecture Notes in Mechanical Engineering, 313–23. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-9199-0_29.
5
Salem, Yasser S., Aaron B. Lucas, and Ghada M. Gad. "Analytical Fragility Curves for Reinforced Concrete Dual System Subjected to Seismic Loads." In Facing the Challenges in Structural Engineering, 144–57. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61914-9_12.
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Contiguglia, Carlotta Pia, Angelo Pelle, Davide Lavorato, Bruno Briseghella, and Camillo Nuti. "Seismic Fragility Curves: A Comparison Among Nonlinear Static and Dynamic Analysis Procedures." In Lecture Notes in Civil Engineering, 52–65. Cham: Springer Nature Switzerland, 2023. http://dx.doi.org/10.1007/978-3-031-43102-9_5.
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Chang, Hakjong, Junhee Kim, and Sangjin Hahn. "Developing Seismic Fragility Curves Using ANN Based Probabilistic Seismic Demand Models Derived from Structural Design Parameters." In Lecture Notes in Civil Engineering, 947–57. Cham: Springer Nature Switzerland, 2024. http://dx.doi.org/10.1007/978-3-031-62884-9_83.
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Manzini, Carlo Filippo, Paolo Morandi, Barbara Borzi, Francesco Iodice, Alberto Mauro, Andrea Vecchi, and Franco Iacobini. "Derivation of Fragility Curves for the Seismic Vulnerability Assessment of Railway Masonry Arch Bridges." In Lecture Notes in Civil Engineering, 893–902. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-91877-4_102.
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Sridharan, Aadityan, and Sundararaman Gopalan. "Generation of Seismic Fragility Curves for RC Highways Vulnerable to Earthquake-Induced Landslides Based on ICT." In Lecture Notes in Networks and Systems, 701–9. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-9967-2_66.
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Liolios, Asterios, Panagiotis Panetsos, Angelos Liolios, George Hatzigeorgiou, and Stefan Radev. "A Numerical Approach for Obtaining Fragility Curves in Seismic Structural Mechanics: A Bridge Case of Egnatia Motorway in Northern Greece." In Numerical Methods and Applications, 477–85. Berlin, Heidelberg: Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-18466-6_57.
Тези доповідей конференцій з теми "Seismic fragility curve":
1
Ju, Heekun, and Hyung-Jo Jung. "Estimation of Equipment Fragility Curve of Nonlinear Nuclear Power Plant Structures." In IABSE Conference, Seoul 2020: Risk Intelligence of Infrastructures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/seoul.2020.143.
Анотація:
<p>Fragility analysis is priorly conducted for probabilistic seismic risk assessment of nuclear power plants (NPPs). In this research, a sample-based method is used to estimate equipment fragility curves more realistically. A numerical model representing an auxiliary building of NPP is used for probabilistic seismic analysis. The structural nonlinearity comes from the hysteretic behaviour of shear walls, which is a dominant structural component affecting the structural behaviour under earthquakes. Uncertainties from ground motions, structural and equipment properties are considered. To generate simulation cases, an advanced Latin Hypercube sampling approach with sequential sampling capability is adopted. The response distribution are utilized for calculating fragility curves, and the effects of each uncertainty sources on fragility curves are evaluated and compared.</p>
2
Minagawa, Keisuke, Satoshi Fujita, and Shigeki Okamura. "Fatigue Failure Evaluation Method and Fragility Curve Using Energy." In ASME 2015 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/pvp2015-45486.
Анотація:
In this paper, a fatigue failure evaluation method and a fragility curve using energy are proposed. The energy is one of damage indicating parameters and it can evaluate cumulative damage such as fatigue failure. The authors have already reported qualitative relationships between the energy and fatigue failure in previous papers. Great East Japan Earthquake had some features that are different from others, because it was the largest earthquake in Japanese history. For example, the earthquake had long duration time, and many aftershocks. Therefore structures were damaged by cumulative damage. On the other hand, seismic design and evaluation of mechanical structures are generally based on static force in the elastic region, so cumulative damage is not considered. Therefore damage indicating parameters that can evaluate fatigue failure have been required, and the energy is suitable for the evaluation of fatigue failure. In addition, the seismic probabilistic risk assessment (PRA) has attracted attention in recent years, so this paper deals with the fragility curve based on energy as well.
3
Sinha, R. "High dimensional model representation for the probabilistic assessment of seismic pounding." In Advanced Topics in Mechanics of Materials, Structures and Construction. Materials Research Forum LLC, 2023. http://dx.doi.org/10.21741/9781644902592-5.
Анотація:
Abstract: The study presented herein aims to analyse the seismic performance of a two-dimensional eight-storey non-ductile reinforced concrete frame against structural pounding with an adjacent three-storey stiff frame having different storey heights. The examined case of pounding refers to the extremely critical floor-to-column structural pounding for three different initial separation gaps between the said structures. Seismic vulnerability analysis is usually performed by way of developing fragility curves for a set of damage and intensity measures using a suitable fragility curve generation technique. For this study, damage measures are characterized by the percentage maximum inter-storey drifts of the taller, flexible frame while the peak ground accelerations of the ground motion data are used as the corresponding intensity measures. Displacement-based fragility curves were generated for 9 sampling points using the High Dimensional Model Representation (HDMR) technique and the results were compared with actual probabilistic data obtained using Monte-Carlo Simulations (MCS). The results of this study imply that the proposed use of HDMR provides excellent fragility curves for the estimation of pounding risks with a significant reduction in the number of simulations required, thereby reducing the computational cost by huge margins. Results also indicate that fragility curves for target separation distances can also be obtained using HDMR without performing additional simulations. This can further be used for the mitigation of pounding risks and for the reliability-based design of buildings for target separation distances and damage measures.
4
Manandhar, Shakil, and Sushmita Maharjan. "Comparative Study of the Statistical Methods of Fragility Curve Generation." In IABSE Congress, New Delhi 2023: Engineering for Sustainable Development. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2023. http://dx.doi.org/10.2749/newdelhi.2023.1058.
Анотація:
<p>Fragility function is defined as the graphical representation using the curves to express the occurrence of undesirable event as a function of some measure. Fragility Curves has been developed based on results of incremental dynamic analysis. The common form of seismic fragility function is Log-normal Cumulative Distribution function {CDF). The main objective of the study is to develop the best method to find the value of mean and the standard deviation which gives a minimum deviation to that of real Cumulative Probability Density {CPD). For this we have taken data from [1] VULNERABILITY ASSESSMENT OF MRT 205:1994 BUILDING and formulated a program of “Minimum Difference Method” using python. This study shows the reliability of “Minimum Difference Method” in comparisons to the others existing methods.</p>
5
Ju, Heekun, and Hyung-Jo Jung. "Sampling-based Calcuation of Seismic Fragility Curve Considering Structural Nonlinear Hysteretic Behavior." In Proceedings of the 29th European Safety and Reliability Conference (ESREL). Singapore: Research Publishing Services, 2020. http://dx.doi.org/10.3850/978-981-14-8593-0_4599-cd.
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Banerjee, Abhik Kumar, Debdulal Pramanik, and Rana Roy. "Investigating Seismic Demand Due to Bi-Directional Shaking Per IDA Based Fragility Curve." In 5th International Congress on Computational Mechanics and Simulation. Singapore: Research Publishing Services, 2014. http://dx.doi.org/10.3850/978-981-09-1139-3_177.
7
Kumar, Rajesh, Dipti Ranjan Sahoo, and Ashok Gupta. "Fragility curves for special truss moment frame with single and multiple vierendeel special segment." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7248.
Анотація:
Special Truss Moment frame (STMF) is an open web truss moment frame, which dissipates the input seismic energy through a well-defined ductile special segment located near the mid-span of truss while other members of truss outside the special segment and columns are designed to remain elastic. In this paper, the performance and the fragility curve of STMFs consisting single and multiple vierendeel panels in the special segment are investigated. The seismic response of nine-story having the length to depth ratio of special segment 2.5 is considered to develop the fragility curve. The seismic response of each building was recorded by performing nonlinear incremental dynamic analyses. Each archetype modelled in nonlinear analysis program PERFORM-3D to carry out IDA under a suit of forty-four real Far Field ground motion records. Fragility curves were developed for these structures and the probability of exceedance at immediate occupancy (IO) level, Life safety (LS) level and Collapse performance (CP) level was assessed for two level of hazards, DBE level (10% probability of exceedance in 50 years) and MCE level (2% probability of exceedance in 50 years). For DBE level earthquake intensity, the probability of exceedance for the CP performance level of STMF building for both structure is marginal while at MCE level the probability of exceedance at CP performance level is 71% and 45% for single and multiple panels respectively.
8
Bursi, Oreste S., Giuseppe Abbiati, Luca Caracoglia, and Md Shahin Reza. "Effects of Uncertainties in Boundary Conditions on Dynamic Characteristics of Industrial Plant Components." In ASME 2014 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/pvp2014-28177.
Анотація:
Seismic risk assessment of industrial plants is of paramount importance to ensure adequate design against earthquake hazards. Seismic vulnerability of industrial plant components is often evaluated through a fragility analysis to conform to structural safety requirements. Fragility curves of single components are usually developed by neglecting the effect of actual boundary conditions. Thus, an incorrect evaluation of individual fragility curves can affect the overall fragility curve of a system. This may lead to “erroneous” seismic risk evaluation for a plant in comparison with its real state. Hence, it is important to study the effect of uncertainties, introduced at the boundaries when coupling effects are neglected, on the dynamic characteristics of a system. Along this line, this paper investigates the effects of uncertain boundary conditions on the probability distributions of the dynamic properties of a simple chain-like system with increasing number of degrees of freedom. In order to describe the uncertain boundary condition, a modified version of the well-known β distribution is proposed. Subsequently, the Analytical Moment Expansion (AME) method is employed to estimate the statistical moments of the output random variables as an alternative to more computationally-demanding Monte Carlo simulations. Finally, a preliminary extension of the proposed approach to a realistic piping system connected to a class of broad/slender tanks is discussed.
9
Omranian, Ehsan, Adel Abdelnaby, Gholamreza Abdollahzadeh, Mehdi Rostamian, and Farid Hosseinpour. "Fragility Curve Development for the Seismic Vulnerability Assessment of Retrofitted RC Bridges under Mainshock-Aftershock Seismic Sequences." In Structures Congress 2018. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481332.028.
10
Hahm, Daegi, Min-Kyu Kim, In-Kil Choi, Bub Gyu Jeon, Hyoung Suk Choi, and Nam Sik Kim. "Seismic Fragility Evaluation of Interface Pipes in Seismically Isolated NPPs by Using Scale Model Test." In ASME 2015 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/pvp2015-45042.
Анотація:
Seismic isolation system can be an effective alternative to protect the NPPs (Nuclear Power Plants) against to the strong seismic events. Therefore, some research activities to adopt the seismic isolation concept to the design of the next generation NPPs have been progressed for last few years in Korea. Nuclear structures, secondary systems and components must remain undamaged during and after the SSE (Safe Shutdown Earthquake) event. The seismic events will cause the high seismic response in the stiff structural systems and extremely high demands of deformation on the safety-related secondary systems like piping components. If seismic isolation devices are installed in nuclear power plant for seismic stability, safety against seismic load of power plant may be improved. But in some equipment, seismic risk may increase because displacement may become greater than before installation of seismic isolation device. Therefore, it is necessary to select the equipment in which seismic risk increases due to increase in displacement by the installation of seismic isolation device, and perform a research on seismic performance evaluation of equipment. In this study, one of the typical Korean NPPs assuming the application of seismic isolation devices, and one of the interface piping systems which introduced this NPP was used for seismic analysis. The numerical models include representations of seismic isolation devices. In order to validation of numerical piping system model and defining failure mode & limit states, quasi-static loading tests were conducted on the scale-modeled piping components before the analysis procedures. The fragility analysis was performed by using results of inelastic seismic response analysis. Inelastic seismic response analysis was carried out by using shell finite element model of piping system considering internal pressure. The implicit method was used for the direct integration time history analysis. Generally, PGA (Peak Ground Acceleration) was used for seismic intensity of fragility curve. However, in the case of the displacement sensitive system, lateral displacement could be an useful alternative measure for estimation of probability of failure. Thus in this paper, fragility curves were plotted based on maximum relative displacement.
Звіти організацій з теми "Seismic fragility curve":
1
Coleman, Justin. Demonstration of NonLinear Seismic Soil Structure Interaction and Applicability to New System Fragility Seismic Curves. Office of Scientific and Technical Information (OSTI), September 2014. http://dx.doi.org/10.2172/1168656.
2
Hobbs, T. E., J. M. Journeay, A. S. Rao, L. Martins, P. LeSueur, M. Kolaj, M. Simionato, et al. Scientific basis of Canada's first public national seismic risk model. Natural Resources Canada/CMSS/Information Management, 2022. http://dx.doi.org/10.4095/330927.
Анотація:
Natural Resources Canada, in partnership with the Global Earthquake Model Foundation, has prepared a public Canadian Seismic Risk Model to support disaster risk reduction efforts across industry and all levels of government, and to aid in Canada's adoption of the Sendai Framework for Disaster Risk Reduction. Developing this model has involved the creation of a national exposure inventory, Canadian specific fragility and vulnerability curves, and adjustment of the Canadian Seismic Hazard Model which forms the basis for the seismic provisions of the National Building Code of Canada. Using the Global Earthquake Model Foundation's OpenQuake Engine (OQ), risk modelling is completed using both deterministic and probabilistic risk calculations, under baseline and simulated retrofit conditions. Output results are available in all settled regions of Canada, at the scale of a neighbourhood or smaller. We report on expected shaking damage to buildings, financial losses, fatalities, and other impacts such as housing disruption and the generation of debris. This paper documents the technical details of the modelling approach including a description of novel datasets in use, as well as preliminary results for a magnitude 9.0 earthquake on the Cascadia megathrust and nation-wide 500 year expected probabilistic losses. These kinds of results, such as earthquake scenario impacts, loss exceedance curves, and annual average losses, provide a quantitative base of evidence for decision making at local, regional, and national levels.
3
Hammad, Ali, and Mohamed Moustafa. Seismic Behavior of Special Concentric Braced Frames under Short- and Long-Duration Ground Motions. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, December 2019. http://dx.doi.org/10.55461/zont9308.
Анотація:
Over the past decade, several long-duration subduction earthquakes took place in different locations around the world, e.g., Chile in 2010, Japan in 2011, China in 2008, and Indonesia in 2004. Recent research has revealed that long-duration, large-magnitude earthquakes may occur along the Cascadia subduction zone of the Pacific Northwest Coast of the U.S. The duration of an earthquake often affects the response of structures. Current seismic design specifications mostly use response spectra to identify the hazard and do not consider duration effects. Thus, a comprehensive understanding of the effect of the duration of the ground motion on structural performance and its design implications is an important issue. The goal of this study was to investigate how the duration of an earthquake affects the structural response of special concentric braced frames (SCBFs). A comprehensive experimental program and detailed analytical investigations were conducted to understand and quantify the effect of duration on collapse capacity of SCBFs, with the goal of improving seismic design provisions by incorporating these effects. The experimental program included large-scale shake table tests, and the analytical program consisted of pre-test and post-test phases. The pre-test analysis phase performed a sensitivity analysis that used OpenSees models preliminarily calibrated against previous experimental results for different configuration of SCBFs. A tornado-diagram framework was used to rank the influence of the different modeling parameters, e.g., low-cycle fatigue, on the seismic response of SCBFs under short- and long-duration ground motions. Based on the results obtained from the experimental program, these models were revisited for further calibration and validation in the post-test analysis. The experimental program included three large-scale shake-table tests of identical single-story single-bay SCBF with a chevron-brace configuration tested under different ground motions. Two specimens were tested under a set of spectrally-matched short and long-duration ground motions. The third specimen was tested under another long-duration ground motion. All tests started with a 100% scale of the selected ground motions; testing continued with an ever-increasing ground-motion scale until failure occurred, e.g., until both braces ruptured. The shake table tests showed that the duration of the earthquake may lead to premature seismic failure or lower capacities, supporting the initiative to consider duration effects as part of the seismic design provisions. Identical frames failed at different displacements demands because of the damage accumulation associated with the earthquake duration, with about 40% reduction in the displacement capacity of the two specimens tested under long-duration earthquakes versus the short-duration one. Post-test analysis focused first on calibrating an OpenSees model to capture the experimental behavior of the test specimens. The calibration started by matching the initial stiffness and overall global response. Next, the low-cycle fatigue parameters were fine-tuned to properly capture the experimental local behavior, i.e., brace buckling and rupture. The post-test analysis showed that the input for the low-cycle fatigue models currently available in the literature does not reflect the observed experimental results. New values for the fatigue parameters are suggested herein based on the results of the three shake-table tests. The calibrated model was then used to conduct incremental dynamic analysis (IDA) using 44 pairs of spectrally-matched short- and long-duration ground motions. To compare the effect of the duration of ground motion, this analysis aimed at incorporating ground-motion variability for more generalized observations and developing collapse fragility curves using different intensity measures (IMs). The difference in the median fragility was found to be 45% in the drift capacity at failure and about 10% in the spectral acceleration (Sa). Using regression analysis, the obtained drift capacity from analysis was found to be reduced by about 8% on average for every additional 10 sec in the duration of the ground motion. The last stage of this study extended the calibrated model to SCBF archetype buildings to study the effect of the duration of ground motion on full-sized structures. Two buildings were studied: a three-story and nine-story build that resembled the original SAC buildings but were modified with SCBFs as lateral support system instead of moment resisting frames. Two planer frames were adopted from the two buildings and used for the analysis. The same 44 spectrally-matched pairs previously used in post-test analysis were used to conduct nonlinear time history analysis and study the effect of duration. All the ground motions were scaled to two hazard levels for the deterministic time history analysis: 10% exceedance in 50 years and 2% exceedance in 50 years. All analysis results were interpreted in a comparative way to isolate the effect of duration, which was the main variable in the ground-motion pairs. In general, the results showed that the analyzed SCBFs experienced higher drift values under the long-duration suite of ground motions, and, in turn, a larger percentage of fractured braces under long-duration cases. The archetype SCBFs analysis provided similar conclusions on duration effects as the experimental and numerical results on the single-story single-bay frame.