This paper analyses liquefaction potential in a high seismic region in Bengkulu City, Indonesia. The liquefaction hazard map, derived from the liquefaction potential index using site investigation data and geophysical surveys, is presented. The study begins with collecting site investigation data and measuring geophysical parameters. Peak ground acceleration and potential seismic damage are estimated. Liquefaction potential analysis is based on site investigation data and maximum estimated peak ground acceleration. The integrated map represents the depth-weighted analysis, and the factor of safety, also known as the liquefaction potential index, is discussed. Results indicate the predominance of sandy soils in the study area, prone to liquefaction. Coastal and river channel areas, characterised by loose sandy soils, exhibit high liquefaction potential. The study area is also expected to experience strong motion, potentially reaching intensity level IX on the Modified Mercalli Intensity scale, indicating liquefaction susceptibility during strong earthquakes. Overall, the study results offer recommendations for local government spatial planning development.

An earthquake event with a moment magnitude of 7.7 took place in Pazarc & imath;k (Kahramanmara & scedil;, T & uuml;rkiye) on February 6, 2023. Approximately 9 hours after this event, another powerful earthquake event in Elbistan (Kahramanmara & scedil;) with a moment magnitude of 7.6 occurred. This study reports the level of devastation in Kahramanmara & scedil;, Hatay, and Ad & imath;yaman cities of T & uuml;rkiye that were heavily affected. Mainly, the characteristics of the recorded input motions at the affected areas and their spectral accelerations at different sites (possessing different soil classes) along with the design values are evaluated. Moreover, soft-weak story failures and pancake collapses of buildings are discussed together with strong column-weak beam philosophy. The influence of site effect on the input motions and, therefore, on the structural damages is highlighted, too.

The increasing frequency of earthquakes in Kuwait raises concerns regarding soil liquefaction. Currently, there is no soil liquefaction potential map for Kuwait, even for soil profiles along coastal shores, where the groundwater table is near the surface. To address this gap, investigations and assessments were carried out and ArcMap 10.8 was used to establish five soil liquefaction hazard potential maps for Kuwait for different earthquake scenarios based on available borehole logs. The popular methods for evaluating soil liquefaction hazard are the simplified approach proposed in the National Center for Earthquake Engineering Research workshop, which is based on standard penetration tests (for determining the safety factor), and Luna and Frost's (1998) method to assess the liquefaction potential index. Notably, standard penetration test blows were used to investigate the variations in the soil relative density below the surface, describe seismic sources, and estimate peak ground accelerations (calculated using Cornell's equation and verified using ground-motion models). Southern Kuwait was highly vulnerable to soil liquefaction potential (local earthquake moment magnitude of 5.5); this was confirmed by the documented structural damage. Such maps can be used to identify the areas vulnerable to soil liquefaction and limit the risk to infrastructure.

Teluk Segara and Sungai Serut in Bengkulu City are significantly developed districts. This paper presents a liquefaction vulnerability map for the housing areas. The geophysical and geotechnical data for the study area are collected. A semi-empirical analysis is performed to estimate the liquefaction potential. The liquefaction potential index is estimated. The maps describing geophysical characteristics, liquefaction, and seismic vulnerabilities are discussed. The results showed that the study area could undergo moderate to strong motion during the most significant earthquake in Bengkulu City. It can trigger liquefaction in areas near the river dominated by sandy soils. The integrated weighted factor method, called the cumulative liquefaction susceptibility (CLSI), is proposed to estimate the level of liquefaction susceptibility. The factor considered several parameters such as liquefaction potential index, peak ground acceleration, seismic vulnerability, and site classification. The result shows that the study area is characterised as moderate liquefaction susceptibility. The integrated method can be implemented to understand liquefaction quantification in engineering practice better.

The Loess Plateau is marked by intense neotectonic activity and frequent earthquakes. Its unique physico-mechanical properties, combined with the granular overhead pore structure of loess, render it prone to seismic landslides triggered by strong earthquakes. Different types of loess seismic landslides have distinct formation mechanisms, disaster-causing characteristics, and risk assessment programs. In this study, the risk of seismic-collapsed loess landslides as one of the types of loess seismic landslides was evaluated on the Loess Plateau. A risk zoning map for seismic-collapsed loess landslides on the Loess Plateau, considering various exceedance probabilities, was compiled by assessing eight factors. These factors include peak ground acceleration, microstructure of loess, and were evaluated using both the minimum disaster-causing seismic peak ground acceleration zoning method and the analytic hierarchy process. The following conclusions were obtained: (1) Earthquakes are the primary inducing factor for seismic-collapsed loess landslides, with other factors serving as influencers, among which the microstructure of loess carries the highest weight; (2) Across various exceedance probabilities, the likelihood of seismic-collapsed loess landslides occurring at 63% of the 50-year exceedance probability is low. Moreover, as the minimum hazard-causing seismic peak ground acceleration increases, the risk of occurrence of seismic-collapsed loess landslides rises, leading to a gradual expansion of the area share in moderate and high-risk zones; (3) Hazard evaluation results align well with existing data on seismic-collapsed loess landslides and findings from field investigations. The case of seismic-collapsed loess landslides induced by the M6.2 magnitude earthquake in Jishishan County, China, is presented as an illustration. The combined use of the minimum hazard-causing seismic peak ground acceleration zoning method and the analytic hierarchy process method offers a reference for geohazard hazard assessment, with earthquakes as the primary inducing factor and other factors as influencers.

Flexible damping technology considering aseismic materials and aseismic structures seems be a good solution for engineering structures. In this study, a constrained damping structure for underground tunnel lining, using a rubber-sand-concrete (RSC) as the aseismic material, is proposed. The aseismic performances of constrained damping structure were investigated by a series of hammer impact tests. The damping layer thickness and shape effects on the aseismic performance such as effective duration and acceleration amplitude of time-domain analysis, composite loss factor and damping ratio of the transfer function analysis, and total vibration level of octave spectrum analysis were discussed. The hammer impact tests revealed that the relationship between the aseismic performance and damping layer thickness was not linear, and that the hollow damping layer had a better aseismic performance than the flat damping layer one. The aseismic performances of constrained damping structure under different seismicity magnitudes and geological conditions were investigated. The effects of the peak ground acceleration (PGA) and tunnel overburden depth on the aseismic performances such as the maximum principal stress and equivalent plastic strain (PEEQ) were discussed. The numerical results show the constrained damping structure proposed in this paper has a good aseismic performance, with PGA in the range (0.2-1.2)g and tunnel overburden depth in the range of 0-300 m. (c) 2024 Institute of Rock and Soil Mechanics, Chinese Academy of Sciences. Production and hosting by Elsevier B.V. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/ licenses/by-nc-nd/4.0/).