Soil Dynamics and Earthquake Engineering最新文献

英文中文

Structure-specific, multi-modal and multi-level scalar intensity measures for steel plane frames

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-28 DOI: 10.1016/j.soildyn.2024.109185

Nicos A. Kalapodis , Edmond V. Muho , Dimitri E. Beskos

Two new structure-specific scalar intensity measures for plane steel frames under far-field earthquakes are proposed. These intensity measures of the spectral acceleration and spectral displacement type are multi-modal as they take into account the effect of the first four natural periods and multi-level as they are defined for four performance levels and consider inelasticity and period elongation up to the collapse prevention level. This is accomplished with the aid of the equivalent modal damping ratios of a structure previously developed by the authors for performance-based seismic design purposes. These modal damping ratios are period, soil type and deformation dependent and associate the equivalent linear structure to the original nonlinear one. The proposed intensity measures are conceptually simple, elegant and include all the aforementioned features in a rational way without artificially combining terms, defining period ranges and adding coefficients to be determined by optimization procedures as it is the case for all the existing measures, which try to take into account more than one mode and inelasticity. Comparison of the proposed intensity measures against some of the most popular ones existing in the literature, with respect to efficiency (β), practicality (b), proficiency (ζ), sufficiency in terms of seismic magnitude (M) and source-to-site distance (R), scaling robustness and the range of their values at any damage or performance level demonstrates their very good performance as indicators of the destructive power of an earthquake.

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引用次数: 0

Energy dissipation and damage mechanism of rocks under true triaxial graded perturbations

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-27 DOI: 10.1016/j.soildyn.2024.109192

Qihang Zhang , Xiangrui Meng , Guangming Zhao , Chongyan Liu , Zhixi Liu , Xukun Wu

Mineral resources into the deep mining will encounter a series of problems, due to the different mining methods lead to the roadway, quarry perimeter rock in the different unloading, loading perturbation, the perimeter rock energy dissipation and damage mode has significant differences. This study investigated sandstone's mechanical properties and macrofine damage characteristics under true triaxial graded loading-unloading conditions with different loading rates using a self-developed TAWZ-5000/3000 rock true triaxial test system. A Soft Island DS5 Acoustic Emission (AE) system was used for simultaneous monitoring. The performed tests clarified the effects of loading rate on mechanical behavior, energy dissipation, damage characteristics, fractal dimension, and AE characteristics of sandstone under true triaxial graded loading-unloading conditions. Higher loading rates resulted in higher peak intensities, fractal dimensions, and fragmentation degrees after sandstone damage. With the increased loading rate, the maximum principal stress-strain curve shape gradually changes from a convex and concave trumpet-type to a slender curved moon-type. The total dissipated energy of sandstone showed an exponential growth trend with increased loading-unloading cycles. The damage variables showed an S-type trend of ‘slow increase→ accelerated increase→ slow increase’. The damage mode was dominated by tensile shearing and composite damage. With the increased loading rate, the number of macroscopic cracks in the rock samples grew, the ratio of large-to-small sandstone broken particles gradually decreased, the AE fluctuation amplitude sharply dropped, while the AE average frequency in the high-density core area sharply grew. The phenomenon of ‘sudden increase in AF and sudden decrease in b-value’ can be regarded as a precursor characteristic of sandstone instability under true triaxial graded loading and unloading.

{"title":"Energy dissipation and damage mechanism of rocks under true triaxial graded perturbations","authors":"Qihang Zhang , Xiangrui Meng , Guangming Zhao , Chongyan Liu , Zhixi Liu , Xukun Wu","doi":"10.1016/j.soildyn.2024.109192","DOIUrl":"10.1016/j.soildyn.2024.109192","url":null,"abstract":"<div><div>Mineral resources into the deep mining will encounter a series of problems, due to the different mining methods lead to the roadway, quarry perimeter rock in the different unloading, loading perturbation, the perimeter rock energy dissipation and damage mode has significant differences. This study investigated sandstone's mechanical properties and macrofine damage characteristics under true triaxial graded loading-unloading conditions with different loading rates using a self-developed TAWZ-5000/3000 rock true triaxial test system. A Soft Island DS5 Acoustic Emission (AE) system was used for simultaneous monitoring. The performed tests clarified the effects of loading rate on mechanical behavior, energy dissipation, damage characteristics, fractal dimension, and AE characteristics of sandstone under true triaxial graded loading-unloading conditions. Higher loading rates resulted in higher peak intensities, fractal dimensions, and fragmentation degrees after sandstone damage. With the increased loading rate, the maximum principal stress-strain curve shape gradually changes from a convex and concave trumpet-type to a slender curved moon-type. The total dissipated energy of sandstone showed an exponential growth trend with increased loading-unloading cycles. The damage variables showed an S-type trend of ‘slow increase→ accelerated increase→ slow increase’. The damage mode was dominated by tensile shearing and composite damage. With the increased loading rate, the number of macroscopic cracks in the rock samples grew, the ratio of large-to-small sandstone broken particles gradually decreased, the AE fluctuation amplitude sharply dropped, while the AE average frequency in the high-density core area sharply grew. The phenomenon of ‘sudden increase in AF and sudden decrease in <em>b</em>-value’ can be regarded as a precursor characteristic of sandstone instability under true triaxial graded loading and unloading.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109192"},"PeriodicalIF":4.2,"publicationDate":"2024-12-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143101524","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Evaluation of dynamic properties of unsaturated soils under cyclic loading

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-27 DOI: 10.1016/j.soildyn.2024.109196

Rakshanda Showkat, Saket Kumar singh, G.L Sivakumar babu

This study investigates the cyclic response of unsaturated soils, focusing on the dynamic properties such as damping characteristics and soil stiffness, under varying matric suction and confining stress conditions during cyclic triaxial loading. Despite challenges in evaluating unsaturated soils compared to saturated ones, cyclic triaxial testing emerges as an efficient method for exploring their cyclic behavior. Through a series of experiments with different loading frequencies, stress levels, and suction conditions, the research reveals that as matric suction increases, stiffness rises while the damping ratio decreases. Additionally, comparisons between isotropic and anisotropic stress conditions show that the shear modulus is higher under anisotropic consolidation due to particle reorientation. The study proposes a semi-empirical equation to address the stress and suction dependency of shear modulus, finding a consistent trend between predicted and measured values. Ultimately, the findings underscore the significance of stress state, suction, cyclic shear strain, number of loading cycles and confining pressure in determining soil shear modulus.

{"title":"Evaluation of dynamic properties of unsaturated soils under cyclic loading","authors":"Rakshanda Showkat, Saket Kumar singh, G.L Sivakumar babu","doi":"10.1016/j.soildyn.2024.109196","DOIUrl":"10.1016/j.soildyn.2024.109196","url":null,"abstract":"<div><div>This study investigates the cyclic response of unsaturated soils, focusing on the dynamic properties such as damping characteristics and soil stiffness, under varying matric suction and confining stress conditions during cyclic triaxial loading. Despite challenges in evaluating unsaturated soils compared to saturated ones, cyclic triaxial testing emerges as an efficient method for exploring their cyclic behavior. Through a series of experiments with different loading frequencies, stress levels, and suction conditions, the research reveals that as matric suction increases, stiffness rises while the damping ratio decreases. Additionally, comparisons between isotropic and anisotropic stress conditions show that the shear modulus is higher under anisotropic consolidation due to particle reorientation. The study proposes a semi-empirical equation to address the stress and suction dependency of shear modulus, finding a consistent trend between predicted and measured values. Ultimately, the findings underscore the significance of stress state, suction, cyclic shear strain, number of loading cycles and confining pressure in determining soil shear modulus.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109196"},"PeriodicalIF":4.2,"publicationDate":"2024-12-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143101525","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Experimental study of the dynamic tensile properties of water-saturated sandstone with different length-to-diameter ratios

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-27 DOI: 10.1016/j.soildyn.2024.109191

Wang Yuanmin , Luo Kun , Peng Kang , Wu Qiuhong , Luo Song , Ma Tianxing , Wu Tao , Yin xuyan

In mining engineering, underground structures such as roadways are often situated in groundwater environments, and it is common for tensile failure to occur under dynamic loading; however, studies on the size effect of dynamic tensile strength in saturated rocks remain relatively rare. In the present study, an improved Split Hopkinson Pressure Bar (SHPB) was used to conduct dynamic Brazilian disc tests on four groups of water-saturated sandstone specimens with a diameter of 50 mm and lengths of 25, 30, 40, and 50 mm. The experimental results indicate that the dynamic tensile strength of saturated sandstone exhibits significant loading rate and size effects. Specifically, when the loading rates are 200 GPa/s and 250 GPa/s, the dynamic tensile strength increases with the length-to-diameter ratio of the specimens. Additionally, the energy absorption density of saturated sandstone also shows a size effect, which decreases with the increase in the length-to-diameter ratio under the same incident energy. The reasons for the size effect on the dynamic tensile strength of saturated sandstone are discussed from the perspectives of energy absorption and utilization, combined with the scanning electron microscope (SEM) images of the fractured specimens.

{"title":"Experimental study of the dynamic tensile properties of water-saturated sandstone with different length-to-diameter ratios","authors":"Wang Yuanmin , Luo Kun , Peng Kang , Wu Qiuhong , Luo Song , Ma Tianxing , Wu Tao , Yin xuyan","doi":"10.1016/j.soildyn.2024.109191","DOIUrl":"10.1016/j.soildyn.2024.109191","url":null,"abstract":"<div><div>In mining engineering, underground structures such as roadways are often situated in groundwater environments, and it is common for tensile failure to occur under dynamic loading; however, studies on the size effect of dynamic tensile strength in saturated rocks remain relatively rare. In the present study, an improved Split Hopkinson Pressure Bar (SHPB) was used to conduct dynamic Brazilian disc tests on four groups of water-saturated sandstone specimens with a diameter of 50 mm and lengths of 25, 30, 40, and 50 mm. The experimental results indicate that the dynamic tensile strength of saturated sandstone exhibits significant loading rate and size effects. Specifically, when the loading rates are 200 GPa/s and 250 GPa/s, the dynamic tensile strength increases with the length-to-diameter ratio of the specimens. Additionally, the energy absorption density of saturated sandstone also shows a size effect, which decreases with the increase in the length-to-diameter ratio under the same incident energy. The reasons for the size effect on the dynamic tensile strength of saturated sandstone are discussed from the perspectives of energy absorption and utilization, combined with the scanning electron microscope (SEM) images of the fractured specimens.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109191"},"PeriodicalIF":4.2,"publicationDate":"2024-12-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143101523","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

One-dimensional shear-wave velocity profile inversion using deep learning guided by wave physics

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-27 DOI: 10.1016/j.soildyn.2024.109186

Duofa Ji , Youming Chen , Changhai Zhai , Chuanbin Zhu , Lili Xie

Obtaining near-surface shear-wave velocity (V_s) profiles is essential for advancing the understanding of site effects, thereby playing a pivotal role in both the assessment and mitigation of seismic hazards induced by these effects. Numerous inversion methods have been proposed for near-surface V_s profile inversion, utilizing measurements from either single station or multiple stations. However, these methods are often sensitive to initial profiles and exhibit slow convergence in the absence of appropriate initial profiles. To address these issues, we propose a novel inversion method based on physics-guided neural network. The network structure is designed according to the theory of the frequency domain method, and a physics-constrained loss function is introduced to avoid solutions that violate physical laws or empirical constraints, thereby enhancing the well-posedness of inversion problems. Both synthetic and real downhole array signals are employed to evaluate the performance of the proposed method. The results demonstrate that the proposed method exhibits robustness to noise and initial V_s profiles. Furthermore, comparative experiments with established techniques demonstrate that the proposed method not only produces more reliable V_s profiles by utilizing downhole array signals but also achieves higher computational efficiency.

{"title":"One-dimensional shear-wave velocity profile inversion using deep learning guided by wave physics","authors":"Duofa Ji , Youming Chen , Changhai Zhai , Chuanbin Zhu , Lili Xie","doi":"10.1016/j.soildyn.2024.109186","DOIUrl":"10.1016/j.soildyn.2024.109186","url":null,"abstract":"<div><div>Obtaining near-surface shear-wave velocity (<em>V</em><sub><em>s</em></sub>) profiles is essential for advancing the understanding of site effects, thereby playing a pivotal role in both the assessment and mitigation of seismic hazards induced by these effects. Numerous inversion methods have been proposed for near-surface <em>V</em><sub><em>s</em></sub> profile inversion, utilizing measurements from either single station or multiple stations. However, these methods are often sensitive to initial profiles and exhibit slow convergence in the absence of appropriate initial profiles. To address these issues, we propose a novel inversion method based on physics-guided neural network. The network structure is designed according to the theory of the frequency domain method, and a physics-constrained loss function is introduced to avoid solutions that violate physical laws or empirical constraints, thereby enhancing the well-posedness of inversion problems. Both synthetic and real downhole array signals are employed to evaluate the performance of the proposed method. The results demonstrate that the proposed method exhibits robustness to noise and initial <em>V</em><sub><em>s</em></sub> profiles. Furthermore, comparative experiments with established techniques demonstrate that the proposed method not only produces more reliable <em>V</em><sub><em>s</em></sub> profiles by utilizing downhole array signals but also achieves higher computational efficiency.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109186"},"PeriodicalIF":4.2,"publicationDate":"2024-12-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143101526","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

An investigation of repeated liquefaction resistance of clayey sand by element test

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-26 DOI: 10.1016/j.soildyn.2024.109188

Zhang Sheng , Zhong Yeming , Ni Xueqian , Zhang Feng , Ye Bin , Zhang Zhao

Soil liquefaction poses a significant risk to both human lives and property security. Recent in-situ cases have shown that clayey sand can experience multiple liquefaction events during mainshock-aftershock sequences, known as repeated liquefaction. While existing studies have focused on the cyclic behavior of initial liquefaction events, there is a lack of research on the mechanisms and cyclic response of repeated liquefaction in clayey sand. The factors that control repeated liquefaction in clayey sand are still not fully understood. In this study, a series of cyclic triaxial tests were conducted on sand with varying clay content (0 %, 5 %, 10 %, 15 %, and 20 %) under earthquake sequences. The test results showed that the liquefaction resistance initially decreased significantly and then increased with the number of liquefaction events. Sands with higher clay content exhibited earlier recovery of resistance during continuous liquefaction events. The analysis of the test results revealed that the repeated liquefaction resistance of clayey sand was quite intricate. Sands with a relative density (after reconsolidation) below 80 % were primarily influenced by the degree of stress-induced anisotropy, while sands with a relative density above 80 % were mainly affected by relative density.

{"title":"An investigation of repeated liquefaction resistance of clayey sand by element test","authors":"Zhang Sheng , Zhong Yeming , Ni Xueqian , Zhang Feng , Ye Bin , Zhang Zhao","doi":"10.1016/j.soildyn.2024.109188","DOIUrl":"10.1016/j.soildyn.2024.109188","url":null,"abstract":"<div><div>Soil liquefaction poses a significant risk to both human lives and property security. Recent in-situ cases have shown that clayey sand can experience multiple liquefaction events during mainshock-aftershock sequences, known as repeated liquefaction. While existing studies have focused on the cyclic behavior of initial liquefaction events, there is a lack of research on the mechanisms and cyclic response of repeated liquefaction in clayey sand. The factors that control repeated liquefaction in clayey sand are still not fully understood. In this study, a series of cyclic triaxial tests were conducted on sand with varying clay content (0 %, 5 %, 10 %, 15 %, and 20 %) under earthquake sequences. The test results showed that the liquefaction resistance initially decreased significantly and then increased with the number of liquefaction events. Sands with higher clay content exhibited earlier recovery of resistance during continuous liquefaction events. The analysis of the test results revealed that the repeated liquefaction resistance of clayey sand was quite intricate. Sands with a relative density (after reconsolidation) below 80 % were primarily influenced by the degree of stress-induced anisotropy, while sands with a relative density above 80 % were mainly affected by relative density.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109188"},"PeriodicalIF":4.2,"publicationDate":"2024-12-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143102024","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Seismic response of stepped variable section pile-cap system installed in sandy ground

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-26 DOI: 10.1016/j.soildyn.2024.109182

Lei Zhang , Jun Shi , Cheng Chen , Jianhao Shen

Variable section pile foundation has been increasingly employed in engineering practice due to their ability of high vertical bearing capacity and strong bending resistance, while its seismic behavior has yet to be well investigated. In this study, a series of 1-g shaking table model tests were carried out on variable section pile-cap systems installed in sandy bed. The test results indicated that the using of variable piles could effectively reduce the acceleration response at pile cap and pile curvature, although the pile bending moment became larger. A validated three-dimensional (3D) finite element (FE) modelling procedure was employed for performing a suite of numerical parametric analyses, accounting the effects of variable diameter ratio, variable thickness ratio and pile flexural rigidity. Parametric numerical analyses suggested that there were optimal variable diameter ratio and variable thickness ratio of about 1.2 and 3, respectively, at which both the maximum pile curvature and curvature at pile top were significantly smaller than that of equal section pile. Besides, the improving effect of using variable section pile against seismic shakings was found to be dependent on the pile flexural rigidity, which was more significant for relatively flexible piles. The results obtained from this study can provide useful reference for the using of variable section piles against seismic risks.

{"title":"Seismic response of stepped variable section pile-cap system installed in sandy ground","authors":"Lei Zhang , Jun Shi , Cheng Chen , Jianhao Shen","doi":"10.1016/j.soildyn.2024.109182","DOIUrl":"10.1016/j.soildyn.2024.109182","url":null,"abstract":"<div><div>Variable section pile foundation has been increasingly employed in engineering practice due to their ability of high vertical bearing capacity and strong bending resistance, while its seismic behavior has yet to be well investigated. In this study, a series of 1-g shaking table model tests were carried out on variable section pile-cap systems installed in sandy bed. The test results indicated that the using of variable piles could effectively reduce the acceleration response at pile cap and pile curvature, although the pile bending moment became larger. A validated three-dimensional (3D) finite element (FE) modelling procedure was employed for performing a suite of numerical parametric analyses, accounting the effects of variable diameter ratio, variable thickness ratio and pile flexural rigidity. Parametric numerical analyses suggested that there were optimal variable diameter ratio and variable thickness ratio of about 1.2 and 3, respectively, at which both the maximum pile curvature and curvature at pile top were significantly smaller than that of equal section pile. Besides, the improving effect of using variable section pile against seismic shakings was found to be dependent on the pile flexural rigidity, which was more significant for relatively flexible piles. The results obtained from this study can provide useful reference for the using of variable section piles against seismic risks.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109182"},"PeriodicalIF":4.2,"publicationDate":"2024-12-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143102023","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Study on dynamic shear properties of rubber modified calcareous sand with different shapes and contents

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-25 DOI: 10.1016/j.soildyn.2024.109184

Junli Gao, Xueyang Zhan, Feiyu Liu, Xu Zhou, Chunyu Ji

Calcium sand used in transportation infrastructure foundations is subjected to heavy loading and high speed under dynamic conditions. Utilizing waste rubber materials can mitigate environmental pollution issues and enhance the performance of rubber-modified calcium sand. This study used different waste tire particles and calcium sand as raw materials. Cyclic dynamic simple shear tests were conducted to investigate the liquefaction resistance, dynamic elastic modulus, and hysteresis curve variation of rubber-reinforced calcium sand under cyclic loading. Additionally, the microscopic mechanism was studied in conjunction with particle breakage. The results show that compared to strip-shaped particles, rubber granule reinforcement is more effective in improving dynamic performance and suppressing liquefaction of calcium sand. However, changes in particle size have little impact on performance. At a shear frequency of 0.5 Hz, rubber-reinforced calcium sand exhibits the optimal capacity in mitigating stiffness degradation. As shear displacement amplitude increases, the optimized performance of calcium sand decreases. However, when shear amplitude is less than 0.3 mm, amplitude variation has minimal impact on stiffness. Furthermore, this study proposes an effective model for predicting pore pressure in rubber-reinforced calcium sand under varying rubber content, shear frequency, and amplitude. It also elucidates the microscopic mechanisms by which the addition of rubber improves the mechanical properties and deformation capacity of calcium sand.

{"title":"Study on dynamic shear properties of rubber modified calcareous sand with different shapes and contents","authors":"Junli Gao, Xueyang Zhan, Feiyu Liu, Xu Zhou, Chunyu Ji","doi":"10.1016/j.soildyn.2024.109184","DOIUrl":"10.1016/j.soildyn.2024.109184","url":null,"abstract":"<div><div>Calcium sand used in transportation infrastructure foundations is subjected to heavy loading and high speed under dynamic conditions. Utilizing waste rubber materials can mitigate environmental pollution issues and enhance the performance of rubber-modified calcium sand. This study used different waste tire particles and calcium sand as raw materials. Cyclic dynamic simple shear tests were conducted to investigate the liquefaction resistance, dynamic elastic modulus, and hysteresis curve variation of rubber-reinforced calcium sand under cyclic loading. Additionally, the microscopic mechanism was studied in conjunction with particle breakage. The results show that compared to strip-shaped particles, rubber granule reinforcement is more effective in improving dynamic performance and suppressing liquefaction of calcium sand. However, changes in particle size have little impact on performance. At a shear frequency of 0.5 Hz, rubber-reinforced calcium sand exhibits the optimal capacity in mitigating stiffness degradation. As shear displacement amplitude increases, the optimized performance of calcium sand decreases. However, when shear amplitude is less than 0.3 mm, amplitude variation has minimal impact on stiffness. Furthermore, this study proposes an effective model for predicting pore pressure in rubber-reinforced calcium sand under varying rubber content, shear frequency, and amplitude. It also elucidates the microscopic mechanisms by which the addition of rubber improves the mechanical properties and deformation capacity of calcium sand.</div></div>","PeriodicalId":49502,"journal":{"name":"Soil Dynamics and Earthquake Engineering","volume":"190 ","pages":"Article 109184"},"PeriodicalIF":4.2,"publicationDate":"2024-12-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143102021","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Seismic fragility of low-rise steel frames including SSI and site amplification effects

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-25 DOI: 10.1016/j.soildyn.2024.109181

Paraskevi Tsoumani, Christos Petridis, Dimitris Pitilakis

We aim to assess the influence of soil–structure interaction (SSI) and site amplification (SAmp) effects on the seismic response of steel frame structures. In particular, idealized steel structures are examined. Typical soil materials and profiles are selected according to Eurocode 8 and simulated with finite elements using OpenSees. Then, incremental dynamic analyses are carried out using actual earthquake records of increasing intensity. The study of the steel frames is performed for two foundation models: (a) fixed-base and (b) Beam-on-Nonlinear-Winkler-Foundation spring-type foundation elements. The results of the dynamic analyses are indicatively presented and discussed based on both the relative displacement of the floors and the moment–rotation curve at the ends of the beams and columns. The thorough analysis and comparison of the results demonstrate the significant contribution of various subsoil configurations and SSI to the seismic behavior of steel frames. The methodology can be used to assess further the influence of SAmp and SSI on steel structures’ seismic fragility and vulnerability.

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引用次数: 0

Interface boundary technique of hybrid test for seismic ground response analysis

IF 4.2 2区工程技术 Q1 ENGINEERING, GEOLOGICAL

Soil Dynamics and Earthquake Engineering

Pub Date : 2024-12-24 DOI: 10.1016/j.soildyn.2024.109180

Haitao Yu , Yanxi Li , Xiaoyun Shao

Seismic ground response analysis is critical in predicting ground surface motions and estimating earthquake-induced forces that triggers geologic hazards, such as liquefaction and landslide. Due to the lack of a rational and general interactive framework, hybrid tests for seismic ground response analysis have very limited progress. In this study, an interactive framework for general geotechnical models with an interface boundary technique is proposed to facilitate such hybrid tests. According to the geometry feature of the interface between physical and numerical subdomains in a ground model, the experimental control nodes are determined and the corresponding interface initial stiffness matrix is estimated using the displacement-based method and incorporated in the numerical model of the physical subdomain. Subsequently, the hybrid testing framework is built in the FEM program OpenSees and the associated middleware OpenFresco. To validate the proposed interface boundary method, hybrid test rehearsals, i.e. virtual hybrid tests were performed on a typical ground model with medium sand and stiff clay subjected to different earthquake motions. Compared with the numerical simulation, the results obtained from the hybrid test rehearsals show that the vertical stress and deformation of the ground were adequately captured by the interface boundary technique. To further illustrate the reliability of the interface boundary technique, the effects induced by the deviation of initial stiffness matrix estimation and the height of the physical subdomain are discussed with recommendations of future implementation of the hybrid tests for seismic ground response analysis.

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引用次数: 0

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