Peak Ground Acceleration Levels Research Articles

Seismic fragility analysis and reliability evaluation for ancient stone pagoda using distinct element method

This study presents an application of performance-based assessment to establish fragility functions and evaluate the seismic reliability of an ancient stone pagoda in Korea. The pagoda was constructed of stone elements which were stacked over each other in layers without bonding material. To account for the discrete nature of this kind of structural configuration, the distinct element method is used to perform the incremental dynamic analysis to develop fragility functions. Three performance levels are specified on the capacity curve which is established based on non-linear pushover analysis. The randomness in seismic demand generation was considered when exciting the pagoda by a set of 23 input ground motion records, which were scaled into different intensity levels. The seismic response of the pagoda under different ground motions at several peak ground acceleration levels shows that the predominant frequency of the excitation is closely related to the behavior of this kind of structure. Ground motions with lower predominant frequency values induce stronger distortion to the pagoda than the ones with higher predominant frequency. The fragility functions estimated by maximum likelihood method show that earthquakes with peak ground motion of 0.469 g have a 50% probability of causing a collapse on the pagoda in the most conservative assessment. The probability of the pagoda collapsing within 50 years is 1.65% for the most earthquake-vulnerable site among the sites considered in the study.

Assessing the effect of input motion duration on seismic site responses of layered soil deposits using spectrally equivalent records

The characteristics of input motions at bedrock have a significant impact on the dynamic behavior of soils at various sites. This study aims to statistically analyze the conditions under which the long-duration (LD) seismic responses of layered soil deposits differ from those common short-duration (SD) responses. Furthermore, this study provides thresholds for the amplification prediction of sites where the differences caused by the duration effect are large enough to be practically significant. To investigate the duration effect of input motions, a series of LD and SD record pairs are assembled from earthquake databases, specifically focusing on records with VS30 > 500 m/s. Each pair of records is carefully selected to ensure that the amplitude and frequency content are equivalent. Subsequently, numerous site response simulations are conducted using the time-domain nonlinear method for a range of soil profiles under all selected records. The relative differences in spectral accelerations at the surface between LD and SD motions are subsequently evaluated. The results indicate that the occurrence of LD/SD response differences strongly depends on the site condition, selected frequency (or period), and intensity level of input motions. For smaller peak ground acceleration levels (PGAinput), both LD and SD input motions with equivalent spectral shapes yield consistent site responses. However, for larger PGAinput levels, significant differences emerge for frequencies >0.5 Hz, especially at softer sites. Finally, frequency-dependent thresholds of PGAinput with 20 % differences are proposed as the conditions in which the duration effect of input motions cannot be ignored in site response analysis.

Methodology for Evaluating Seismic Analysis and Performance of Reinforced Concrete Buildings in Seismic Zones III and V

Reinforced concrete buildings are widely used in contemporary construction practices, particularly in India, where design standards such as IS 875 and IS 1983:2016 are adhered to. This research delves into the seismic performance of reinforced concrete (RC) frames, employing both linear and nonlinear analyses. A seven-story building, designed in accordance with Indian standards, is modeled using Finite Element Software ETABS v21.0.0. The study evaluates the response of these buildings, focusing on parameters like base shear and story displacement, for structures located in seismic Zones III and V. The capacity of the building is assessed through displacement-controlled nonlinear static analysis, known as pushover analysis. Time history loading is applied to the structure to ascertain the seismic demand at varying Peak Ground Acceleration (PGA) levels. Fragility curves are developed to quantify hazard levels and determine the probability of exceeding different PGA levels for both Zone III and Zone V, employing the First Order Second Order Method (FOSM). The study reveals that buildings in Zone V are more vulnerable to seismic events compared to their counterparts in Zone III. Keywords: Reinforced concrete, Response spectrum, Pushover analysis, Story displacement, Base shear, ETABS.

Machine learning‐based peak ground acceleration models for structural risk assessment using spatial data analysis

AbstractPredicting peak time‐domain ground‐motion parameters, such as peak ground acceleration (PGA), peak ground velocity, and peak ground displacement at a specific location, is challenging because of the limited number of recorded ground motions and the complexity of ground‐motion prediction equations. This study presents a novel approach that integrates a geographic information system with a spatial data analysis‐based machine learning PGA prediction model to overcome these challenges and predict PGA classes as a function of the PGA of the respective seismic stations, interstation distance of the seismic stations, and time‐average shear‐wave velocity in the upper 30 m of the target station. The proposed spatial data analysis‐based machine learning approach demonstrated the ability to generate satisfactory results in a short period. To account for the spatial dependencies of the variables, a feature selection method for spatial data using mutual information‐based feature selection was proposed, which provides a well‐prepared spatial matrix for machine learning algorithms. This study evaluates the performance of the model using various machine learning algorithms, including Random Forest, Naïve Bayes, K‐Nearest Neighbors, Decision Tree, AdaptiveBoost, Random Undersampling Boost, Extreme Gradient Boost (XGBoost), and Categorical Boost (CatBoost). Among these, XGBoost and CatBoost performed better than the other methods and yielded fairly accurate results. The models were validated using K‐Fold cross‐validation, and the Wilcoxon signed‐rank test was used for comparison. The spatial data analysis‐based machine learning models, particularly XGBoost and CatBoost, achieved high‐accuracy rates in classifying the PGA levels of 99.1% and 98.9%, respectively. Hyperparameters for the XGBoost model were tuned through GridSearchCV. Tree‐based models outperformed parametric models, indicating complex non‐linear spatial relationships, and by combining spatial feature selection with machine learning models demonstrated improved performance. Additionally, real‐time applications of spatial data analysis‐based machine learning PGA prediction models were used to estimate the seismic vulnerability of postulated concrete box‐girder bridges in San Fernando, thus providing insights into damage probabilities based on predicted PGA values.

Seismic Performance Assessment of the 18th Century Jesuit College in Dubrovnik’s Old City

The seismic performance assessment of heritage architecture presents many challenges due to the restrictions set forth by the conservation principles to protect the associated social and cultural values. These buildings are typically characterized by unreinforced masonry walls connected by tie-rods, vaults, and wooden floors. The era of construction dates to the time when seismic design regulations were largely unknown, making heritage structures potentially vulnerable to earthquake damage. This study presents the seismic performance assessment of the Jesuit College located in the southern part of the Old City of Dubrovnik. A series of field surveys were conducted to qualitatively examine the material composition and obtain geometrical details in part of the Croatian Science Foundation research project IP-2020-02-3531 entitled “Seismic Risk Assessment of Cultural Heritage in Croatia—SeisRICHerCRO”. The structural response is thoroughly investigated by means of a complex finite element model calibrated using the frequencies determined from ambient vibration measurements and material characteristics obtained from the literature review of representative cultural heritage buildings. The seismic performance is evaluated using linear static and response spectrum analysis in accordance with Eurocode 8 guidelines for the demand seismic action level. The numerical analysis indicates several structural components in the building exhibiting high shear stress concentration and exceeding the elastic tensile limit under the demand ground acceleration level. The assessment further reveals substantial out-of-plane bending of vulnerable wall components (identified by local mode shapes) at low peak ground acceleration levels. The stress concentration in numerous structural components leads to the identification of vulnerable zones where retrofitting measures are essentially required.

Towards risk-targeted seismic hazard models for Europe

Standards and Codes of Practice for designing new constructions and for assessing and strengthening existing ones are usually based on uniform hazard maps, where different Limit States (LSs) are associated with different hazard-exceedance probabilities. This approach yields non-homogeneous LS-exceedance probabilities across a territory, thus failing to achieve the goal of uniform risk throughout a territory. Such lack of uniformity stems from estimating the probability of failure using capacity and demand models. If the capacity of new constructions—or the capacity increase of strengthened existing constructions—are designed based on a prescribed hazard-exceedance probability, then the seismic risk depends on both the structure (depending on the design philosophy and corresponding design objectives), through the capacity model, and the location, through the hazard model. The aim of this study is threefold. First, it provides a seismic probability assessment formulation and a risk-targeted intensity measure based on a linear model in log–log coordinates of the hazard, under the assumption of log-normal capacity and demand. The proposed framework introduces a factor that multiplies the code hazard-based demand to account either for intentional (from design) over-capacity or for undesired (e.g., in existing constructions) under-capacity. Second, this paper shows an application to peak ground accelerations in Europe considering parameters taken from Standards and Codes of Practice. The developed framework is used to determine the risk-target levels of peak ground acceleration used for design in Europe, for both new and existing constructions. Third, the obtained target risk levels are used to determine a risk-based intensity modification factor and a risk-based mean return period modification factor, which can be readily implemented in current Standards to achieve risk-targeted design actions, with equal LS-exceedance probability across the territory. The framework is independent of the chosen hazard-based intensity measure, be it the commonly used peak ground acceleration or any other measure. The results highlight that in large areas of Europe the design peak ground acceleration should be increased to achieve the proposed seismic risk target and that this is particularly significant for existing constructions, given their larger uncertainties and typical low capacity with respect to the code hazard-based demand.

Estimation of earthquake safety escape time and casualties in Chinese masonry buildings

To predict the number of casualties in dwellings when a strong earthquake occurs, this paper investigated the seismic performances of masonry buildings located in a rural town where earthquake occurs frequently with high earthquakes. The incremental dynamic analysis method was employed to estimate the available escape time and the collapse probability of building under those selected ground motions with a series of peak accelerations. Meanwhile, the required safety escape time of the building was obtained through evacuation simulation analysis. According to the safe evacuation criteria, the probability of casualties in terms of earthquake intensity measure was predicted. The results show that available escape time decreases with the increase of peak ground acceleration level. While the required safety escape time increases with the number of building layers subjoining; residents on the upper floors have a lower probability of escape. The present work implied that the residents on the higher floors must seek temporary security zones in their rooms to reduce casualties.

Fragility analysis of nuclear power plant structure under real and spectrum-compatible seismic waves considering soil-structure interaction effect

Both the real and spectrum-compatible seismic waves are widely used as input loads in the seismic assessment of critical structures in engineering applications, which are also allowed by international codes. However, the effect of the real seismic waves and spectrum-compatible seismic waves generated by different methods on the dynamic responses of structures has not been thoroughly emphasized. This study focused on quantitatively comparing the dynamic responses and fragility of the AP1000 nuclear power plant under real and spectrum-compatible seismic waves. Real and spectrum-compatible seismic waves generated by the modification and synthetic methods were used to perform the time history analysis. The effects of three input motion types on a high-accuracy soil–structure interaction system model were investigated based on various dynamic response indexes. The fragility assessment and maximum tension strain contours of the AP1000 nuclear power plant subjected to the three types of seismic waves were also presented to evaluate the influence of the input motions. The results revealed that spectrum-compatible seismic waves can cause larger dynamic responses than real seismic waves at the same peak ground acceleration level. Additionally, although some response indexes, such as strain energy, are sensitive to the input motions when the nuclear power plant is in a nonlinear state, the generation methods of spectrum-compatible seismic waves have insignificant effects on most dynamic response indexes, fragility assessment, and damaged zone locations.

Probabilistic Damage Analysis of Isolated Steel Tub Girder Bridge Excited by Near and Far Fault Ground Motions

Friction Pendulum Bearing (FPB) has emerged as a popular solution for damage protection of bridges under seismic events. The study presents the probabilistic damage analysis for the isolated tub girder continuous bridge under the near and the far fault earthquakes using fragility analysis. The steel tub girder continuous bridge is considered with friction pendulum isolator as the seismic isolation mechanism. In order to represent the hysteretic behavior of friction pendulum isolators, a bilinear force-deformation model was used. Fragility curves are developed for various damage measures namely rotational ductility of pier and girder displacement with the peak ground acceleration (PGA) as an intensity measure (IM). Incremental dynamic analyses (IDA) were performed to develop the fragility curves and probabilistic damage model considering the four threshold damage states. The results suggest that in the case of low PGA level, the near fault earthquake leads to the high probability of exceedance in the case of isolated tub girder bridge. Damage model for piers and girder were developed to correlate component responses levels to overall bridge deterioration states. Finally, recommendations for the bridge developers in the stage of the early bridge seismic isolation design utilizing friction pendulum isolators are discussed.

Probabilistic and Scenario-Based Seismic Hazard Assessment on the Western Gulf of Corinth (Central Greece)

The Gulf of Corinth (Central Greece) is one of the most rapidly extending rifts worldwide, with its western part being the most seismically active, hosting numerous strong (M ≥ 6.0) earthquakes that have caused significant damage. The main objective of this study was the evaluation of seismic hazard through a probabilistic and stochastic methodology. The implementation of three seismotectonic models in the form of area source zones via a logic tree framework revealed the expected level of peak ground acceleration and velocity for return periods of 475 and 950 years. Moreover, PGA values were obtained through the stochastic simulation of strong ground motion by adopting worst-case seismic scenarios of potential earthquake occurrences for known active faults in the area. Site-specific analysis of the most populated urban areas (Patras, Aigion, Nafpaktos) was performed by constructing uniform hazard spectra in terms of spectral acceleration. The relative contribution of each selected fault segment to the seismic hazard characterizing each site was evaluated through response spectra obtained for the adopted scenarios. Almost all parts of the study area were found to exceed the reference value proposed by the current Greek National Building Code; however, the three urban areas are covered by the Eurocode 8 regulations.

The Effect of Various Peak Ground Acceleration Level in Petobo Irrigation Canal Area Post 2018’s Liquefaction Disaster

The soil liquefaction disaster in Petobo, Central Sulawesi, caused massive terrain damage. With a total displacement of up to 800 meters and a total sliding area of 1.43 km2, the soil structure was deformed. The 7.5 Mw earthquake with the maximum PGA of 0.45 was causing flow-induced liquefaction with a distance from the crown to the foot of the landslide as far as 2 km. The research aims to find out how well the post-earthquake soil can withstand the potential to liquefaction if it is hit by various earthquake levels. This research will conduct several simulations to determine the soil performance against earthquakes. The empirical calculation method is carried out by referring to Idris-Boulanger to determine the liquefaction safety factor. Based on several scenarios that have been carried out, post-earthquake land can be re-liquefy when shaken by an earthquake with a certain level below the magnitude of the 7.5 Mw 2018’s Palu earthquake. There are a total of six different scenarios of earthquakes with various level of PGA. The soils still have the possibility to liquefy with the PGA of 0.20 and can be considered safe as the PGA value of 0.13. Mitigation efforts, including soil remediation, must be carried out before reconstructing phase of the Petobo irrigation canal starts.

Static and seismic pressure of cylindrical steel silo model with granular materials

In this study, shaking table tests were conducted on a structural model of a flat-bottom steel silo to understand the interaction between granular materials and the silo. The dynamic horizontal pressures induced by granular materials on silo walls were evaluated and compared with existing codes (Chinese code and Eurocode 8) and classical pressure theories. In addition, the interaction between the flat-bottom model silo and granular materials under an earthquake was numerically studied. The nonlinearity of the granular materials was modeled using the finite element method based on an equivalent linear model. The results indicated that the calculation results for the shallow silo model from the Chinese code based on Rankine theory were closer to the actual situation of static horizontal pressures on the silo wall. Under seismic excitation, the horizontal pressure increased with the increase in the peak ground acceleration (PGA) and height of the silo, and the maximum dynamic horizontal pressures appeared at the top of the silo. A higher PGA level considerably affected the peak lateral pressure in the upper part of the silo. The relative dynamic horizontal pressures were lower than the predicted results of Eurocode 8, indicating that the designed pressures for the shallow silo in the specification were conservative. The sum of the static and dynamic pressures of the simulation results was close to that of the experimental results for the steel silo, and the pressure distribution trend along the silo wall height remained generally consistent. The finite element method also confirmed the influence of different PGA levels on the pressure distribution of the steel silo.

Resilience Evaluation of Shallow Circular Tunnels Subjected to Earthquakes Using Fragility Functions

The present work aims to introduce an integrated framework for the resilience evaluation of shallow circular tunnels subjected to earthquakes using fragility and restoration functions. A typical shallow circular tunnel in Shanghai city of China is examined in this work and a corresponding numerical model is established using ABAQUS. Then, a set of ground motions are well chosen to implement large numbers of non-linear numerical analyses so as to determine the lining responses of the tunnel structure with various levels of seismic intensities. According to the above numerical results, fragility functions in terms of the peak ground acceleration (PGA) and peak ground velocity (PGV) at the free-field ground surface are generated, accounting for the main sources of uncertainty, and the direct seismic loss for the examined tunnel is obtained. Moreover, according to the developed fragility functions and the existing empirical tunnel restoration functions, the evolution of the resilience index (Re) with various levels of PGA and PGV for the examined tunnel is derived and quantified. The results indicate that the tunnel resilience will decrease significantly as the earthquake intensity measure (IM), i.e., PGA or PGV herein, increases. The proposed framework is expected to help city managers support adaptations to seismic hazards with the development of preventive or retrofitting measures as part of efforts to provide more resilient metro systems.

The effect of ductility on the seismic collapse risk of residential steel moment-resisting frames at Alborz and Zagros Seismic zones, Iran

ABSTRACT In this paper, seismic hazard curves are selected for four different sites at Alborz and Zagros seismic zones with underlying conditions of soft and hard soil. Three residential steel moment-resisting frames (SMRFs) with 3, 5, and 7 stories are designed and modeled for each site to perform cloud analysis, implementing more than 300 far-field as-recorded ground motions. Using the results of regression-based cloud analysis, robust fragility curves are developed for each SMRF, and by combining the fragility curve with the hazard curve, the annual rate of collapse (i.e., collapse risk) is calculated for each SMRF. Furthermore, the important levels of peak ground acceleration (PGA) that greatly contribute to the collapse risk of each SMRF are obtained by exploiting the collapse deaggregation curves, which are composed up of fragility curves, derivative of hazard curves, and the annual rates of collapse. It was found that a strong correlation exists between ductility and the collapse risk of SMRFs at both seismic zones and underlying soil conditions, where increasing the ductility of SMRFs results in a decreased risk of collapse. It was also found that the important levels of the PGA contributing to the collapse risk of the SMRFs are inclined towards greater values as the ductility increases. The 5-storey SMRFs exhibited the least ductility and the highest collapse risk at both seismic zones and soil conditions, while the 3-storey SMRFs were the most ductile ones with the least risk of collapse.

Performance-based assessment of permanent displacement of soil slopes using two-dimensional dynamic analysis

ABSTRACT In this paper, a performance-based method is suggested to assess the permanent displacement of a slope using two-dimensional dynamic analysis considering both uncertainties in ground motions and basic soil parameters. In the suggested method, the statistics of the permanent displacement is first analyzed at different peak ground acceleration levels through uncertainty propagation analysis, and regression analysis is then used to derive the fragility curve. A seven-step procedure is suggested to implement the suggested method, and a numerical example is used to illustrate the suggested method. For the slope examined in this paper, the performance-based assessment based on one-dimensional model underestimates the mean of the permanent displacement, and the performance-based assessment based on the empirical model overestimates the uncertainty in the permanent displacement. The uncertainty in soil properties can contribute up to 40% to the uncertainty in the permanent displacement at low peak ground acceleration level.

Seismic vulnerability assessment of free-standing massive masonry columns by the 3D Discrete Element Method

Free-standing masonry column is a recurrent typology of built cultural heritage. Usually raised without seismic design, columns are subject to intense rocking and overturning under strong ground motions. In this paper, a strategy to assess their seismic vulnerability using the 3-D Discrete Element Method is proposed. It includes calibrating the elastic parameters (joint stiffness parameters) using ambient vibration test data and developing fragility curves from a large set of time history analysis results. This procedure was verified for four selected water towers, a representative archaeological monument in Pompeii, Italy. Based on preliminary structural analyses, the water towers were modeled as rigid monolithic blocks. The outcomes of modal analysis were used to calibrate the input elastic parameters, starting from a range of values given by analytical calculations derived by literature. Artificial earthquakes with peak ground acceleration levels ranging from 0.167 g to 0.803 g were implemented as ground motions. Collapses and non-collapses configurations were subdivided through a threshold concerning the maximum allowable rotation of the blocks. Fragility curves were statistically developed; these revealed the overturning probabilities of the investigated structures and also enabled to conduct a parametric study of the Rayleigh damping constants.

Effect of cracked section properties on the resilience based seismic performance evaluation of a building

The importance of performance based design lies with detailed examination of the seismic performance of a structure in terms of its desired performance levels, damage ratio’s and ductility demand with respect to various ground motions. It is evident that all the buildings will not have uniform rigidity due to various construction errors, environmental conditions etc., which leads to the degradation of the concrete member stiffness that affects the rigidity of the structure. Though several codes proposed the cracking coefficient to account stiffness degradation of the structural members in the analysis, the Indian Standard was silent on these aspects. In the latest revision of IS: 1893–2016, the reduced gross moment of inertia for the structural members that can be considered during the structural analysis was included which indirectly consider the cracking effect on concrete members. This reduction in the stiffness can affect the functionality of the building which in turns affects seismic performance as well as the most important design parameter called resilience. However, the code is silent on these aspects. In this study, a high rise reinforced concrete building of G + 10 storey with gross and cracked section was considered. The building was subjected to different ground motions with Peak Ground Acceleration (PGA) varies from 0.10 g to 1.70 g. For the concrete members like beams and columns, the cracking coefficients of 0.35 and 0.70, respectively were considered. It has been observed that due to stiffness reduction, there is a significant loss of ductility demand and resilience of the building. Also, in case of building with cracked section, the damage ratio increases at higher PGA level as compared to building with gross section case, which ultimately altered the performance level of the building to the sudden collapse stage.

Raspberry Shake Instruments Provide Initial Ground-Motion Assessment of the Induced Seismicity at the United Downs Deep Geothermal Power Project in Cornwall, United Kingdom

AbstractRaspberry Shake (RS) seismographs offer the potential for affordable and citizen-led seismic monitoring in areas with few publicly available seismometers, especially in previously quiescent regions experiencing induced seismicity. However, their scientific and regulatory potential remains largely untested. We examine the ground motions recorded by 11 RS and one broadband station within 15 km of the United Downs Deep Geothermal Power (UDDGP) project in Cornwall, United Kingdom, to evaluate the RS network’s suitability to provide an initial ground-motion assessment of the region. To date, the British Geological Survey (BGS) has reported 232 induced events originating at UDDGP since flow testing began in summer 2020, with two events exceeding local magnitude (ML) 1.5. Although the RS accelerometers are too noisy for UDDGP’s microseismic events, the vertical geophones are useful. Peak ground velocity observations are consistent with relevant ground-motion models, whereas peak ground acceleration (PGA) values are greater than predicted. Regional trends in the PGA levels are likely caused by path effects. Finally, RS estimates of ML are similar to those reported by the BGS. For sparse national seismic networks, RS stations can enable a preliminary evaluation of seismic events and their ground motions.

Spatial distribution of bedrock level peak ground acceleration in the National Capital Region of India using geographic information system

The probabilistic seismic hazard analysis is conducted for the seismically active National Capital Region (NCR) of India, one of the most densely populated regions in the world, to quantify the peak ground acceleration (P GA) at bedrock level by considering seismogenic source characteristics, smoothened grid seismic zoning, magnitude recurrence model, uncertainties, and suites of suitable ground motion prediction equations. The spatial distribution of the resulting P GA value is presented using GIS for the entire NCR of India for 10% and 2% probability of exceedance in 50 years and 100 years. The estimated P GA values are found to vary in the range of 0.12 to 0.37 g and 0.15 to 0.40 g for a 2% probability of exceedance in 50 years and 100 years, respectively. And the P GA values range from 0.07 to 0.33 g and 0.08 to 0.35 g for the 10% probability of the exceedance in 50 years and 100 years, respectively. The results reveal that the eastern region of the study area falls under high seismicity due to its proximity to the Himalayan zone, a highly seismically active region. High P GA values are also observed for south-eastern regions of the NCR of India due to the vicinity of the Great-Boundary fault, Mathura fault, Moradabad fault.

Dynamic Seismic Response of Nonlinear Displacement Dependent Devices versus Testing Required by Codes: Experimental Case Studies

Passive energy dissipation systems are one of the most resilient solutions to mitigate the seismic risk of structures. In case of strong motions, they can confine the eventual damages into easily replaceable anti-seismic devices. The performance characteristics of nonlinear displacement dependent devices (NLD) shall be defined by the force-displacement cyclic behavior, as well as the expected number of cycles related to both the duration of the earthquake and to the fundamental frequency of the structural systems. The aims of this paper are the comparison between the dynamic results of two different experimental campaigns performed on NLDs included in dissipative bracing systems and the assessment of the reliability of quasi-static testing procedures proposed by current seismic codes for type tests and factory production control tests. The number of cycles under the design earthquake of hysteretic dampers were experimentally evaluated through shaking table testing. Two experimental case studies of a two-story steel frame and of a three-story post-tensioned timber frame both with bracing systems including flexural steel dampers, hysteretic dampers (HDs), and U-shaped flexural plates (UFPs) respectively, were analyzed. Controlled-displacement tests of NLDs were performed considering quasi-static loading procedures specified by codes. Shaking table tests were carried out considering almost the same seismic sequence composed by a set of seven natural earthquakes at increasing peak ground acceleration (PGA) levels. More than one hundred inelastic cycles were experimentally recorded from dynamic tests before the failure of devices in both cases. In line with American standards testing requirements, the number of cycles at the design PGA level, estimated from shaking table tests and from non-linear dynamic analyses, shows a decreasing trend with the increase of ductility demand.