Soils and Foundations最新文献_第4页

Experimental and numerical study on helical piles in aeolian sand: bearing behavior and design methods 风沙中螺旋桩的试验与数值研究：承载性能与设计方法

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-08-22 DOI: 10.1016/j.sandf.2025.101680

Yongping Li , Songzhao Qu , Jing Bai , Dongming Yang , Sangtian Hu , Lefu Di , Ruiyuan Han , Yijin Wu , Yuan Xiang , Dapeng Wang , Yi Zhang , Yonghua Guo , Zhe Zhang

In aeolian sand, the mechanical behavior of helical anchors involves complex performance evolution mechanisms that are not yet fully understood. This study employs a multi-scale integrated approach combining field tests, numerical simulations, and machine learning to systematically investigate the evolution laws of the bearing behavior of helical anchors. The results indicate: (1) The critical embedment depth threshold for helical anchors in aeolian sand is H = 5D; beyond this threshold, the load direction effect can be neglected. (2) Multi-plate helical anchors exhibit significant geometrically nonlinear superposition behavior. Dense spacing (S/D < 4) produces notable stress superposition effects (η = 1.15–1.32), whereas wide spacing (S/D ≥ 4) results in independent bearing units (η = 0.97–1.03). (3) The XGBoost machine learning model identifies the internal friction angle, anchor plate diameter, and embedment depth ratio as the most influential features affecting bearing capacity. Based on these control parameters, predictive equations for the bearing capacity coefficient N_q and soil lateral friction coefficient K_u were developed, with predictions showing excellent agreement with experimental data. This provides engineers with a reliable analytical framework for performance-based design. The study not only deepens the understanding of the behavioral mechanisms of helical piles in aeolian sand but also offers practical solutions for geotechnical engineering practice.

在风沙中，螺旋锚的力学行为涉及复杂的性能演化机制，目前尚未完全了解。本研究采用现场试验、数值模拟和机器学习相结合的多尺度综合方法，系统研究螺旋锚杆承载行为的演化规律。结果表明：(1)螺旋锚在风沙中的临界嵌入深度阈值为H = 5D；超过这个阈值，载荷方向效应可以忽略不计。(2)多板螺旋锚具有显著的几何非线性叠加行为。密间距（S/D < 4）产生显著的应力叠加效应（η = 1.15 ~ 1.32），宽间距（S/D≥4）产生独立的承载单元（η = 0.97 ~ 1.03）。(3) XGBoost机器学习模型识别出内摩擦角、锚板直径和嵌入深度比是影响承载力的最重要特征。基于这些控制参数，建立了承载力系数Nq和土侧摩擦系数Ku的预测方程，预测结果与试验数据吻合良好。这为工程师提供了基于性能的设计的可靠分析框架。该研究不仅加深了对风沙中螺旋桩行为机理的认识，而且为岩土工程实践提供了切实可行的解决方案。

{"title":"Experimental and numerical study on helical piles in aeolian sand: bearing behavior and design methods","authors":"Yongping Li , Songzhao Qu , Jing Bai , Dongming Yang , Sangtian Hu , Lefu Di , Ruiyuan Han , Yijin Wu , Yuan Xiang , Dapeng Wang , Yi Zhang , Yonghua Guo , Zhe Zhang","doi":"10.1016/j.sandf.2025.101680","DOIUrl":"10.1016/j.sandf.2025.101680","url":null,"abstract":"<div><div>In aeolian sand, the mechanical behavior of helical anchors involves complex performance evolution mechanisms that are not yet fully understood. This study employs a multi-scale integrated approach combining field tests, numerical simulations, and machine learning to systematically investigate the evolution laws of the bearing behavior of helical anchors. The results indicate: (1) The critical embedment depth threshold for helical anchors in aeolian sand is <em>H</em> = 5<em>D</em>; beyond this threshold, the load direction effect can be neglected. (2) Multi-plate helical anchors exhibit significant geometrically nonlinear superposition behavior. Dense spacing (<em>S</em>/<em>D</em> < 4) produces notable stress superposition effects (<em>η</em> = 1.15–1.32), whereas wide spacing (<em>S</em>/<em>D</em> ≥ 4) results in independent bearing units (<em>η</em> = 0.97–1.03). (3) The XGBoost machine learning model identifies the internal friction angle, anchor plate diameter, and embedment depth ratio as the most influential features affecting bearing capacity. Based on these control parameters, predictive equations for the bearing capacity coefficient <em>N</em><sub>q</sub> and soil lateral friction coefficient <em>K</em><sub>u</sub> were developed, with predictions showing excellent agreement with experimental data. This provides engineers with a reliable analytical framework for performance-based design. The study not only deepens the understanding of the behavioral mechanisms of helical piles in aeolian sand but also offers practical solutions for geotechnical engineering practice.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 5","pages":"Article 101680"},"PeriodicalIF":3.3,"publicationDate":"2025-08-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144889475","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

Liquefaction response of reclaimed soils from effective stress analysis 基于有效应力分析的复垦土液化响应

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-08-22 DOI: 10.1016/j.sandf.2025.101677

Riwaj Dhakal, Misko Cubrinovski

One-dimensional (1D) dynamic effective stress site response analysis (ESA) is performed for profiles at the port of Wellington, New Zealand (CentrePort), which contains reclamation fills comprised of gravel-sand-silt (G-S-S) mixtures and hydraulic fills. The first phase of the study realistically simulates three recent earthquake case histories while considering modelling uncertainties by using the PM4Sand and the Stress-Density constitutive models. The results illustrate possible mechanisms explaining the severity of liquefaction manifestation and soil ejecta characteristics observed in G-S-S fills through careful engineering interpretation of the response. Challenges for 1D ESA to explain complex manifestation patterns affected by two-dimensional variability in fill composition and response characteristics are illustrated for the hydraulic fills. In the second phase of analyses, ESA-based response measures are proposed to quantify the severity of the liquefaction response for a range of input seismic demands. The response characteristics show very small scatter despite using a range of different input ground motions and two soil constitutive models. Results illustrate the capability of ESA to capture details of the liquefaction response such as the similar threshold seismic intensity for liquefaction triggering of the loosely deposited fills, different maximum response of the sites reflecting the differences in the thicknesses of the fills, and the evolution of the response from triggering to maximum reflecting differences in depositional characteristics.

对新西兰惠灵顿港（CentrePort）的剖面进行了一维动态有效应力响应分析（ESA），该剖面包含由砾石-沙子-淤泥（G-S-S）混合物和水力填充物组成的填海填充物。研究的第一阶段在考虑PM4Sand和应力-密度本构模型建模不确定性的情况下，实际模拟了最近三次地震的历史。研究结果通过对G-S-S填充物响应的细致工程解释，阐明了解释液化表现的严重程度和土壤喷射特征的可能机制。对于水力充填体，1D ESA在解释受充填体组成和响应特性二维变化影响的复杂表现模式方面面临挑战。在分析的第二阶段，提出了基于esa的响应措施，以量化一系列输入地震需求下液化响应的严重程度。在不同的输入地震动范围和两种土本构模型下，响应特性的离散性很小。结果表明，ESA能够捕捉液化响应的细节，如松散沉积填筑体液化触发的阈值地震烈度相似，反映填筑体厚度差异的不同地点的最大响应，以及反映沉积特征差异的响应从触发到最大的演变过程。

{"title":"Liquefaction response of reclaimed soils from effective stress analysis","authors":"Riwaj Dhakal, Misko Cubrinovski","doi":"10.1016/j.sandf.2025.101677","DOIUrl":"10.1016/j.sandf.2025.101677","url":null,"abstract":"<div><div>One-dimensional (1D) dynamic effective stress site response analysis (ESA) is performed for profiles at the port of Wellington, New Zealand (CentrePort), which contains reclamation fills comprised of gravel-sand-silt (G-S-S) mixtures and hydraulic fills. The first phase of the study realistically simulates three recent earthquake case histories while considering modelling uncertainties by using the PM4Sand and the Stress-Density constitutive models. The results illustrate possible mechanisms explaining the severity of liquefaction manifestation and soil ejecta characteristics observed in G-S-S fills through careful engineering interpretation of the response. Challenges for 1D ESA to explain complex manifestation patterns affected by two-dimensional variability in fill composition and response characteristics are illustrated for the hydraulic fills. In the second phase of analyses, ESA-based response measures are proposed to quantify the severity of the liquefaction response for a range of input seismic demands. The response characteristics show very small scatter despite using a range of different input ground motions and two soil constitutive models. Results illustrate the capability of ESA to capture details of the liquefaction response such as the similar threshold seismic intensity for liquefaction triggering of the loosely deposited fills, different maximum response of the sites reflecting the differences in the thicknesses of the fills, and the evolution of the response from triggering to maximum reflecting differences in depositional characteristics.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 5","pages":"Article 101677"},"PeriodicalIF":3.3,"publicationDate":"2025-08-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144889476","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 performance of an existing anchored quay wall in the Ravenna port (Italy) 拉文纳港（意大利）现有锚碇码头墙的抗震性能

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-08-22 DOI: 10.1016/j.sandf.2025.101676

Pierluigi Alesiani , Paolo Ruggeri , Viviene M.E. Fruzzetti , Giuseppe Scarpelli

Evaluating the seismic performance of retaining walls is a significant engineering challenge due to non-linear soil-structure interaction, site response effects and ground motion properties. State of the art methods, based on non-linear dynamic analysis, are nowadays able to give reliable results when the numerical modeling is carried out with careful evaluation of seismic signals and appropriate choice of constitutive relationship for soils. However, a similar analysis is mostly restricted to relevant infrastructures. For large part of the practical situations, the simplified seismic analysis still represents the most used tool for design and verification. The new generation of Eurocode in Europe has introduced some innovations on the use of simplified seismic analyses making them more rationale and site-specific. In this paper, a case study involving the seismic evaluation of an existing anchored sheet-pile quay wall in the Ravenna port is presented. A well-known geotechnical setting and the data from an extensive field and laboratory investigation available for the area, allowed to perform both simplified and non-linear dynamic seismic analyses. The simplified seismic analysis according to the pseudo-static method outlined in the new draft of Eurocode 8 (FprEN1998:2024 TC250 – part 1 and 5), has been carried out and compared with the seismic performance of the quay wall evaluated through a 2D FEM non-linear dynamic analysis. Also, the seismic displacements of the quay wall from 2D FEM non-linear dynamic analysis were compared with recently proposed Newmark-type simplified methods. Relevant aspects of the presented case study are the very deep location of the bedrock, which required a separate model for site response analysis and 2D FEM non-linear dynamic analysis of the structures and the significant length of the wall embedment, due to poor geotechnical properties of the ground, which resulted in a pronounced spatial variation with depth of the ground motion.

由于非线性土-结构相互作用、场地反应效应和地震动特性，评估挡土墙的抗震性能是一项重大的工程挑战。目前，基于非线性动力分析的方法，在对地震信号进行仔细评估和适当选择土的本构关系的情况下进行数值模拟，能够给出可靠的结果。然而，类似的分析主要局限于相关的基础设施。在大部分实际情况下，简化地震分析仍然是最常用的设计和验证工具。欧洲新一代的欧洲规范在简化地震分析的使用上引入了一些创新，使它们更加合理和具体。本文介绍了拉文纳港现有锚固板桩码头墙的地震评价实例。众所周知，该地区的地质技术背景和广泛的现场和实验室调查数据，允许进行简化和非线性动态地震分析。根据欧洲规范8新草案（FprEN1998:2024 TC250 - part 1和part 5）中概述的拟静力法进行了简化的地震分析，并与通过二维有限元非线性动力分析评估的码头墙抗震性能进行了比较。同时，将二维有限元非线性动力分析得到的码头墙体地震位移与近期提出的newmark型简化方法进行了比较。所提出的案例研究的相关方面是基岩的非常深的位置，这需要一个单独的模型进行现场响应分析和二维有限元非线性动力分析的结构和墙体嵌入的显著长度，由于地面的岩土性能差，导致地面运动的深度明显的空间变化。

{"title":"Seismic performance of an existing anchored quay wall in the Ravenna port (Italy)","authors":"Pierluigi Alesiani , Paolo Ruggeri , Viviene M.E. Fruzzetti , Giuseppe Scarpelli","doi":"10.1016/j.sandf.2025.101676","DOIUrl":"10.1016/j.sandf.2025.101676","url":null,"abstract":"<div><div>Evaluating the seismic performance of retaining walls is a significant engineering challenge due to non-linear soil-structure interaction, site response effects and ground motion properties. State of the art methods, based on non-linear dynamic analysis, are nowadays able to give reliable results when the numerical modeling is carried out with careful evaluation of seismic signals and appropriate choice of constitutive relationship for soils. However, a similar analysis is mostly restricted to relevant infrastructures. For large part of the practical situations, the simplified seismic analysis still represents the most used tool for design and verification. The new generation of Eurocode in Europe has introduced some innovations on the use of simplified seismic analyses making them more rationale and site-specific. In this paper, a case study involving the seismic evaluation of an existing anchored sheet-pile quay wall in the Ravenna port is presented. A well-known geotechnical setting and the data from an extensive field and laboratory investigation available for the area, allowed to perform both simplified and non-linear dynamic seismic analyses. The simplified seismic analysis according to the pseudo-static method outlined in the new draft of Eurocode 8 (FprEN1998:2024 TC250 – part 1 and 5), has been carried out and compared with the seismic performance of the quay wall evaluated through a 2D FEM non-linear dynamic analysis. Also, the seismic displacements of the quay wall from 2D FEM non-linear dynamic analysis were compared with recently proposed Newmark-type simplified methods. Relevant aspects of the presented case study are the very deep location of the bedrock, which required a separate model for site response analysis and 2D FEM non-linear dynamic analysis of the structures and the significant length of the wall embedment, due to poor geotechnical properties of the ground, which resulted in a pronounced spatial variation with depth of the ground motion.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 5","pages":"Article 101676"},"PeriodicalIF":3.3,"publicationDate":"2025-08-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144889477","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

Bioremediation for seleno-oxyanions in tunnel-excavated muck using selenate-reducing bacterium Stutzerimonas stutzeri NT-I 利用硒还原菌Stutzerimonas stutzeri NT-I对隧道开挖淤泥中硒氧阴离子进行生物修复

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-08-12 DOI: 10.1016/j.sandf.2025.101659

Osamu Otsuka , Mitsuo Yamashita

Selenium is a rare metal found mainly in volcanic sediments; it is naturally distributed in Japan owing to its sulfide deposits. Selenium exists in soil as highly toxic and soluble seleno-oxyanions, namely, selenate and selenite. The Japanese government has established standards for soluble selenium concentrations in soil, achieved by water shielding or the addition of insolubilization agents. If the selenium (and/or other heavy metals) in tunnel-excavated muck exceeds the environmental standards, it should be treated similarly to contaminated soil. However, conventional treatments leave selenium residues in tunnel-excavated muck, preventing their reuse due to the risk of selenium re-elution. This study attempted to insolubilize soluble seleno-oxyanions in tunnel-excavated muck by adding the bacterium Stutzerimonas stutzeri NT-I, which reduces selenate to insoluble elemental selenium and then to volatile dimethyl diselenide. Selenate reduction tests were conducted by adding heavy metals, including As(III), As(V), Cd(II), Pb(II), and Fe(III), to examine the selenate reduction ability and growth of S. stutzeri NT-I in the presence of their ions. The results showed that the S. stutzeri NT-I reduced the selenate by 50 mg/L concentrations for all the tested contaminants. In naturally contaminated tunnel-excavated muck, heavy metal elements, nitrate, and nitrite contents were detected at levels of <50 mg/L, suggesting that they do not adversely affect the selenate reduction by S. stutzeri NT-I. The results indicate that selenium insolubilization using S. stutzeri NT-I can be applied to a wide range of tunnel-excavated muck.

硒是一种稀有金属，主要存在于火山沉积物中；由于其硫化物矿床，它在日本自然分布。硒在土壤中以高毒性和可溶性的硒氧离子存在，即硒酸盐和亚硒酸盐。日本政府已经建立了土壤中可溶性硒浓度的标准，通过水屏蔽或添加不溶剂来实现。如果隧道开挖淤泥中的硒（和/或其他重金属）超过环境标准，则应将其与受污染的土壤类似处理。然而，传统的处理方法将硒残留在隧道开挖的淤泥中，由于硒的再洗脱风险，使其无法再利用。本研究试图通过添加Stutzerimonas stutzeri NT-I细菌，使隧道开挖淤泥中的可溶性硒氧阴离子失溶，将硒酸盐还原为不溶性元素硒，然后转化为挥发性二甲基二硒化物。通过添加As（III）、As(V)、Cd（II）、Pb（II）和Fe（III）等重金属进行硒酸盐还原试验，考察S. stutzeri NT-I在其离子存在下的硒酸盐还原能力和生长情况。结果表明，S. stutzeri NT-I对所有被测污染物的硒酸盐浓度降低了50 mg/L。在自然污染的隧道开挖淤泥中，重金属元素、硝酸盐和亚硝酸盐含量在50 mg/L的水平下被检测到，这表明它们不会对S. stutzeri NT-I还原硒酸盐产生不利影响。结果表明，S. stutzeri NT-I对硒的不溶化作用可广泛应用于隧道开挖的淤泥中。

{"title":"Bioremediation for seleno-oxyanions in tunnel-excavated muck using selenate-reducing bacterium Stutzerimonas stutzeri NT-I","authors":"Osamu Otsuka , Mitsuo Yamashita","doi":"10.1016/j.sandf.2025.101659","DOIUrl":"10.1016/j.sandf.2025.101659","url":null,"abstract":"<div><div>Selenium is a rare metal found mainly in volcanic sediments; it is naturally distributed in Japan owing to its sulfide deposits. Selenium exists in soil as highly toxic and soluble seleno-oxyanions, namely, selenate and selenite. The Japanese government has established standards for soluble selenium concentrations in soil, achieved by water shielding or the addition of insolubilization agents. If the selenium (and/or other heavy metals) in tunnel-excavated muck exceeds the environmental standards, it should be treated similarly to contaminated soil. However, conventional treatments leave selenium residues in tunnel-excavated muck, preventing their reuse due to the risk of selenium re-elution. This study attempted to insolubilize soluble seleno-oxyanions in tunnel-excavated muck by adding the bacterium <em>Stutzerimonas stutzeri</em> NT-I, which reduces selenate to insoluble elemental selenium and then to volatile dimethyl diselenide. Selenate reduction tests were conducted by adding heavy metals, including As(III), As(V), Cd(II), Pb(II), and Fe(III), to examine the selenate reduction ability and growth of <em>S. stutzeri</em> NT-I in the presence of their ions. The results showed that the <em>S. stutzeri</em> NT-I reduced the selenate by 50 mg/L concentrations for all the tested contaminants. In naturally contaminated tunnel-excavated muck, heavy metal elements, nitrate, and nitrite contents were detected at levels of <50 mg/L, suggesting that they do not adversely affect the selenate reduction by <em>S</em>. <em>stutzeri</em> NT-I. The results indicate that selenium insolubilization using <em>S</em>. <em>stutzeri</em> NT-I can be applied to a wide range of tunnel-excavated muck.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 5","pages":"Article 101659"},"PeriodicalIF":3.3,"publicationDate":"2025-08-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144831509","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

Characteristics and modelling of coral sand particle breakage under principal stress axis rotation 主应力轴旋转作用下珊瑚砂颗粒破碎特性及模型

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-08-12 DOI: 10.1016/j.sandf.2025.101666

Zhangqing Xuan , Yanyan Cai , Jin Yu , Peng Xue

To investigate the stress–strain characteristics and particle breakage laws of coral sand under the rotation of the principal stress axis—Objectives, the triaxial test and the principal stress axis rotation test were conducted on coral sand with varying consolidation confining pressures and compactness—Methods. Furthermore, a particle breakage model considering the irregularity and non-uniformity inherent in coral sand was established. The results show that: (1) Scanning electron microscopy (SEM) analysis and triaxial test demonstrates that the coral sand has strong non-coaxial characteristics. Both increased compactness and confining pressure enhance the strength of coral sand; (2) Coral sand undergoes shear expansion followed by gradual compression in triaxial shear, and demonstrates body shrinkage when its compactness is relatively high. The broken particles of coral sand are mainly large particles, small particles are less broken or not broken, and the disappearance of prism is the main type of particle breakage; (3) The form of particle breakage in coral sand under rotation of the principal stress axis is mainly grinding—Key Findings. The irregularity and non-uniformity of coral sand can be represented with the equivalent of non-coaxiality in the deformation and breakage process of the principal stress axis rotation, and a mathematical model has been established to characterize the breakage behavior of coral sand particles. Impressively, The model demonstrates high accuracy in predicting particle breakage under principal stress rotation (average error < 5 %).

为研究主应力轴旋转作用下珊瑚砂的应力-应变特性及颗粒破碎规律，对不同固结围压和压实度的珊瑚砂进行了三轴试验和主应力轴旋转试验。在此基础上，建立了考虑珊瑚砂内部不规则性和非均匀性的颗粒破碎模型。结果表明：(1)扫描电镜（SEM）分析和三轴试验表明，珊瑚砂具有较强的非同轴特性。压实度和围压的增加均可提高珊瑚砂的强度；(2)珊瑚砂在三轴剪切过程中经历剪切膨胀后逐渐压缩，在密实度较高时表现为体收缩。珊瑚砂破碎颗粒以大颗粒为主，小颗粒较少破碎或未破碎，棱柱消失是颗粒破碎的主要类型；(3)在主应力轴旋转作用下，珊瑚砂颗粒破碎形式主要为磨粒破碎。珊瑚砂的不规则性和非均匀性可以用主应力轴旋转变形破坏过程中的非同轴性等效来表示，并建立了表征珊瑚砂颗粒破坏行为的数学模型。令人印象深刻的是，该模型在预测主应力旋转下的颗粒破碎方面显示出很高的准确性(平均误差<；5%)。

{"title":"Characteristics and modelling of coral sand particle breakage under principal stress axis rotation","authors":"Zhangqing Xuan , Yanyan Cai , Jin Yu , Peng Xue","doi":"10.1016/j.sandf.2025.101666","DOIUrl":"10.1016/j.sandf.2025.101666","url":null,"abstract":"<div><div>To investigate the stress–strain characteristics and particle breakage laws of coral sand under the rotation of the principal stress axis—Objectives, the triaxial test and the principal stress axis rotation test were conducted on coral sand with varying consolidation confining pressures and compactness—Methods. Furthermore, a particle breakage model considering the irregularity and non-uniformity inherent in coral sand was established. The results show that: (1) Scanning electron microscopy (SEM) analysis and triaxial test demonstrates that the coral sand has strong non-coaxial characteristics. Both increased compactness and confining pressure enhance the strength of coral sand; (2) Coral sand undergoes shear expansion followed by gradual compression in triaxial shear, and demonstrates body shrinkage when its compactness is relatively high. The broken particles of coral sand are mainly large particles, small particles are less broken or not broken, and the disappearance of prism is the main type of particle breakage; (3) The form of particle breakage in coral sand under rotation of the principal stress axis is mainly grinding—Key Findings. The irregularity and non-uniformity of coral sand can be represented with the equivalent of non-coaxiality in the deformation and breakage process of the principal stress axis rotation, and a mathematical model has been established to characterize the breakage behavior of coral sand particles. Impressively, The model demonstrates high accuracy in predicting particle breakage under principal stress rotation (average error < 5 %).</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 5","pages":"Article 101666"},"PeriodicalIF":3.3,"publicationDate":"2025-08-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144831465","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

Sandpile experiments and statistical analysis for slope failure, failure shape, and frequency distribution 砂堆试验及边坡破坏的统计分析，破坏形态及频率分布

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-08-01 DOI: 10.1016/j.sandf.2025.101665

W.S.G. Fernando , Yota Togashi , Teppei Kato , Masahiko Osada

Natural slopes, which occur without human intervention, are susceptible to failure triggered by events such as earthquakes and heavy rainfall. The characteristics of these failures, including the shape of the slip surface and the magnitude of collapse, vary significantly due to factors like the direction of seismic motion, ground heterogeneity, and unsteady rainfall infiltration. Despite numerous experimental studies, the probabilistic nature of slope failure phenomena remains insufficiently understood. This study employs experimental and statistical analysis using the sandpile model to elucidate slope failures and their magnitudes. The sandpile model involves gradually adding sand to a pile and repeatedly observing its collapse. Experiments were conducted using silica sand No. 8 (fine sand) on base plates with diameters ranging from 5 cm to 12 cm. Shape variations were captured using a depth camera. The results indicate significant geometric changes predominantly at the apex of the sandpile, where the initial breach of stability occurs. The metastable slope angle at the apex of the sandpile induces hysteresis behavior in slope failure. The frequency of occurrence and failure mass deviates from a normal distribution, with smaller magnitudes occurring more frequently and a sharp decrease in frequency for larger magnitudes. This pattern mirrors the frequency-magnitude relationship observed in earthquakes, with the study’s results aligning with the Gutenberg-Richter law, confirming the hypothesis. The b-value obtained from this study falls within the range of frequency-size landslide statistics available in the literature.

自然斜坡是在没有人为干预的情况下形成的，容易受到地震和强降雨等事件的破坏。由于地震运动方向、地面非均质性和降雨入渗不稳定等因素的影响，这些破坏的特征（包括滑面形状和崩塌幅度）变化很大。尽管进行了大量的试验研究，但对边坡破坏现象的概率性质仍知之甚少。本研究采用砂桩模型对边坡破坏及其震级进行了实验分析和统计分析。砂堆模型涉及到逐渐向桩上加砂，并反复观察其倒塌。实验采用8号硅砂（细砂）在直径为5 cm ~ 12 cm的底板上进行。形状变化是用深度相机捕捉到的。结果表明，砂堆的几何变化主要发生在砂堆的顶端，这是最初破坏稳定的地方。砂桩顶端的亚稳坡角导致边坡失稳的迟滞行为。发生频率和破坏质量偏离正态分布，较小的震级发生频率较高，较大的震级发生频率急剧下降。这种模式反映了在地震中观察到的频率-震级关系，研究结果与古腾堡-里希特定律一致，证实了这一假设。本研究获得的b值在文献中可用的滑坡频率大小统计范围内。

{"title":"Sandpile experiments and statistical analysis for slope failure, failure shape, and frequency distribution","authors":"W.S.G. Fernando , Yota Togashi , Teppei Kato , Masahiko Osada","doi":"10.1016/j.sandf.2025.101665","DOIUrl":"10.1016/j.sandf.2025.101665","url":null,"abstract":"<div><div>Natural slopes, which occur without human intervention, are susceptible to failure triggered by events such as earthquakes and heavy rainfall. The characteristics of these failures, including the shape of the slip surface and the magnitude of collapse, vary significantly due to factors like the direction of seismic motion, ground heterogeneity, and unsteady rainfall infiltration. Despite numerous experimental studies, the probabilistic nature of slope failure phenomena remains insufficiently understood. This study employs experimental and statistical analysis using the sandpile model to elucidate slope failures and their magnitudes. The sandpile model involves gradually adding sand to a pile and repeatedly observing its collapse. Experiments were conducted using silica sand No. 8 (fine sand) on base plates with diameters ranging from 5 cm to 12 cm. Shape variations were captured using a depth camera. The results indicate significant geometric changes predominantly at the apex of the sandpile, where the initial breach of stability occurs. The metastable slope angle at the apex of the sandpile induces hysteresis behavior in slope failure. The frequency of occurrence and failure mass deviates from a normal distribution, with smaller magnitudes occurring more frequently and a sharp decrease in frequency for larger magnitudes. This pattern mirrors the frequency-magnitude relationship observed in earthquakes, with the study’s results aligning with the Gutenberg-Richter law, confirming the hypothesis. The <em>b</em>-value obtained from this study falls within the range of frequency-size landslide statistics available in the literature.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101665"},"PeriodicalIF":3.3,"publicationDate":"2025-08-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144738566","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

Laboratory tests of measurement systems in pile shafts 桩井测量系统的实验室试验

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-07-25 DOI: 10.1016/j.sandf.2025.101663

Adam Jabłonowski , Adam Krasiński , Piotr Kanty

The article describes the results of laboratory tests of reinforced concrete pile sections instrumented with several measurement systems. Compression tests were carried out on three 300-mm-by-1.2-m cylindrical pile elements, reinforced with an IPE140 steel profiles. The elements were equipped with vibrating wire sensors for measuring strains and stresses in concrete, and two elements had additional fibre optic cables installed for measuring strains. During the tests, external measurements were also made for axial force and longitudinal deformations of the elements. The aim of the research was to compare the measured values of all the internal and external systems and to evaluate the reliability of internal systems. The analysis of the measurement results showed generally good reliability of strain measurements using local vibrating wire sensors and extensometers and especially fibre optic sensors. Measurements of stresses in concrete using an internal vibrating wire sensor were unfortunately much less reliable. The reasons for the reduced reliability of the stress measurements are discussed and a correction coefficient is proposed. The conclusions state that the research and its results are valuable and useful for measuring and monitoring of foundation piles and columns purposes.

本文介绍了用几种测量系统对钢筋混凝土桩截面进行室内测试的结果。压缩试验在三个300 mm × 1.2 m圆柱桩单元上进行，用IPE140钢型材加固。这些元件配备了振动线传感器，用于测量混凝土中的应变和应力，其中两个元件安装了额外的光纤电缆，用于测量应变。在试验过程中，还对构件的轴向力和纵向变形进行了外部测量。研究的目的是比较所有内部和外部系统的测量值，并评估内部系统的可靠性。对测量结果的分析表明，采用局部振动线传感器和伸缩仪，特别是光纤传感器进行应变测量，总体上具有较好的可靠性。不幸的是，使用内部振动线传感器测量混凝土应力的可靠性要低得多。讨论了应力测量可靠性降低的原因，并提出了修正系数。结论表明，本文的研究成果对桩基和桩柱的测量和监测具有一定的参考价值和实用价值。

{"title":"Laboratory tests of measurement systems in pile shafts","authors":"Adam Jabłonowski , Adam Krasiński , Piotr Kanty","doi":"10.1016/j.sandf.2025.101663","DOIUrl":"10.1016/j.sandf.2025.101663","url":null,"abstract":"<div><div>The article describes the results of laboratory tests of reinforced concrete pile sections instrumented with several measurement systems. Compression tests were carried out on three 300-mm-by-1.2-m cylindrical pile elements, reinforced with an IPE140 steel profiles. The elements were equipped with vibrating wire sensors for measuring strains and stresses in concrete, and two elements had additional fibre optic cables installed for measuring strains. During the tests, external measurements were also made for axial force and longitudinal deformations of the elements. The aim of the research was to compare the measured values of all the internal and external systems and to evaluate the reliability of internal systems. The analysis of the measurement results showed generally good reliability of strain measurements using local vibrating wire sensors and extensometers and especially fibre optic sensors. Measurements of stresses in concrete using an internal vibrating wire sensor were unfortunately much less reliable. The reasons for the reduced reliability of the stress measurements are discussed and a correction coefficient is proposed. The conclusions state that the research and its results are valuable and useful for measuring and monitoring of foundation piles and columns purposes.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101663"},"PeriodicalIF":3.3,"publicationDate":"2025-07-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144711538","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

Prediction method of screw pile bearing capacity under uplift load 上拔荷载作用下螺旋桩承载力预测方法

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-07-24 DOI: 10.1016/j.sandf.2025.101662

Hongwei Ma , Guoqiang Ma , Weiqiang Zhang

The screw threads continuously distributed along the surface of the pile significantly modify its bearing mechanism, distinguishing it from traditional column piles. Currently, methods for calculating the uplift bearing capacity of screw piles remain underdeveloped. This study presents a calculation method for the uplift bearing capacity of screw piles based on the segmented displacement coordination iterative method, as well as a prediction method for the ultimate uplift bearing capacity using the intersection convergence method. The accuracy of these methods was validated through model and field tests. Using these theoretical calculation and prediction methods, the uplift bearing characteristics and influencing factors of screw piles were analyzed. The results demonstrated that the unique screw thread structure of screw piles significantly enhances their uplift bearing capacity compared to column piles. The P-s curve of screw piles exhibits a slow variation characteristic, and under ultimate bearing state, the shaft resistance is primarily provided by the deeper soil layers. The ultimate uplift bearing capacity of screw piles rises initially and declines as the screw pitch increases, reaching its maximum value when the screw pitch equals the second critical screw pitch. Furthermore, as the internal friction angle increases, screw piles outperform column piles more significantly in uplift capacity.

螺纹沿桩面连续分布，极大地改变了其承载机理，使其区别于传统柱桩。目前，螺旋桩抗拔承载力的计算方法尚不完善。提出了一种基于分段位移协调迭代法的螺旋桩抗拔承载力计算方法，以及一种基于交汇收敛法的螺旋桩抗拔承载力极限预测方法。通过模型和现场试验验证了这些方法的准确性。运用这些理论计算和预测方法，分析了螺旋桩的抗拔承载特性及其影响因素。结果表明：与柱桩相比，螺旋桩独特的螺纹结构显著提高了其抗拔承载力；螺旋桩的P-s曲线呈现缓慢变化特征，在极限承载状态下，桩身阻力主要由较深土层提供。随着螺距的增大，螺旋桩的极限抗拔承载力先上升后下降，当螺距等于第二个临界螺距时达到最大值。随着内摩擦角的增大，螺旋桩的抗拔能力明显优于柱桩。

{"title":"Prediction method of screw pile bearing capacity under uplift load","authors":"Hongwei Ma , Guoqiang Ma , Weiqiang Zhang","doi":"10.1016/j.sandf.2025.101662","DOIUrl":"10.1016/j.sandf.2025.101662","url":null,"abstract":"<div><div>The screw threads continuously distributed along the surface of the pile significantly modify its bearing mechanism, distinguishing it from traditional column piles. Currently, methods for calculating the uplift bearing capacity of screw piles remain underdeveloped. This study presents a calculation method for the uplift bearing capacity of screw piles based on the segmented displacement coordination iterative method, as well as a prediction method for the ultimate uplift bearing capacity using the intersection convergence method. The accuracy of these methods was validated through model and field tests. Using these theoretical calculation and prediction methods, the uplift bearing characteristics and influencing factors of screw piles were analyzed. The results demonstrated that the unique screw thread structure of screw piles significantly enhances their uplift bearing capacity compared to column piles. The <em>P-s</em> curve of screw piles exhibits a slow variation characteristic, and under ultimate bearing state, the shaft resistance is primarily provided by the deeper soil layers. The ultimate uplift bearing capacity of screw piles rises initially and declines as the screw pitch increases, reaching its maximum value when the screw pitch equals the second critical screw pitch. Furthermore, as the internal friction angle increases, screw piles outperform column piles more significantly in uplift capacity.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101662"},"PeriodicalIF":3.3,"publicationDate":"2025-07-24","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144703985","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

Geotechnical performance of the Gounokawa River levee during the 2018, 2020, and 2021 flooding events Gounokawa河堤坝在2018年、2020年和2021年洪水事件中的岩土性能

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-07-24 DOI: 10.1016/j.sandf.2025.101656

Mitsu Okamura , Hirotoshi Mori , Masanori Ishihara , Kenichi Maeda , Naoko Jin-nouchi , Yudai Aoyagi , Shunsuke Shinagawa , Yoshinori Yajima , Kohei Ono

Significant sand ejecta repeatedly appeared during the 2018, 2020, and 2021 flooding events at the Gounokawa River levee in the Shimonohara district of Shimane Prefecture, Japan. Detailed site investigations were conducted, including the recording of a local resident’s eyewitness account, soil borings, electric resistivity tomography, and trench excavations. These methods clarified the event timelines, foundation soil profiles, and origins of the sand ejecta. Topographic changes, analyzed using digital elevation models derived from unmanned aerial vehicle photogrammetry, were used to determine whether backward erosion piping (BEP) had occurred. It was confirmed that high water pressure had propagated through the gravel layer and had broken through the overlying layers. Sand volcanoes formed in locations where an underlying gravel layer had existed and ground surface elevations had been low. The water head difference across the levee, when the sand boiling began, was estimated fairly accurately. This provided a valuable opportunity to verify the validity of the methods used to predict the initiation of sand boiling and BEP. The head difference was the highest in the 2018 event and decreased in the subsequent events. Despite the large amount of sand ejecta, no ground surface subsidence was observed. A grain-size distribution analysis revealed that the underlying gravel contained an unstable sand fraction, and thus, was suffusive. Most of the large amount of sand ejecta is considered to have originated from the gravel layer. Detailed trench wall observations facilitated the development of a scenario describing the ground deformation and sand-clod formation during the repeated flooding events.

在2018年、2020年和2021年的洪水事件中，日本岛根县下野原地区的古野川河堤坝反复出现了大量的沙子喷射。进行了详细的现场调查，包括记录当地居民的目击记录、土壤钻孔、电阻率断层扫描和挖掘壕沟。这些方法阐明了事件时间线、地基土壤剖面和喷砂物的起源。利用无人机摄影测量获得的数字高程模型分析地形变化，以确定是否发生了反向侵蚀管道（BEP）。证实了高压已通过砾石层传播并突破了上覆层。沙火山形成于地下砾石层存在和地表海拔较低的地方。当沙子沸腾时，堤岸上的水头差是相当准确的。这提供了一个宝贵的机会来验证用于预测砂沸腾起始和BEP的方法的有效性。在2018年的比赛中，头部差距最大，在随后的比赛中有所下降。尽管大量喷砂，但未观察到地面沉降。粒度分布分析表明，下伏砾石含有不稳定的砂粒，因此是充满的。大量的喷砂被认为大多来自砾石层。详细的海沟壁观测促进了描述反复洪水事件期间地面变形和沙块形成的情景的发展。

{"title":"Geotechnical performance of the Gounokawa River levee during the 2018, 2020, and 2021 flooding events","authors":"Mitsu Okamura , Hirotoshi Mori , Masanori Ishihara , Kenichi Maeda , Naoko Jin-nouchi , Yudai Aoyagi , Shunsuke Shinagawa , Yoshinori Yajima , Kohei Ono","doi":"10.1016/j.sandf.2025.101656","DOIUrl":"10.1016/j.sandf.2025.101656","url":null,"abstract":"<div><div>Significant sand ejecta repeatedly appeared during the 2018, 2020, and 2021 flooding events at the Gounokawa River levee in the Shimonohara district of Shimane Prefecture, Japan. Detailed site investigations were conducted, including the recording of a local resident’s eyewitness account, soil borings, electric resistivity tomography, and trench excavations. These methods clarified the event timelines, foundation soil profiles, and origins of the sand ejecta. Topographic changes, analyzed using digital elevation models derived from unmanned aerial vehicle photogrammetry, were used to determine whether backward erosion piping (BEP) had occurred. It was confirmed that high water pressure had propagated through the gravel layer and had broken through the overlying layers. Sand volcanoes formed in locations where an underlying gravel layer had existed and ground surface elevations had been low. The water head difference across the levee, when the sand boiling began, was estimated fairly accurately. This provided a valuable opportunity to verify the validity of the methods used to predict the initiation of sand boiling and BEP. The head difference was the highest in the 2018 event and decreased in the subsequent events. Despite the large amount of sand ejecta, no ground surface subsidence was observed. A grain-size distribution analysis revealed that the underlying gravel contained an unstable sand fraction, and thus, was suffusive. Most of the large amount of sand ejecta is considered to have originated from the gravel layer. Detailed trench wall observations facilitated the development of a scenario describing the ground deformation and sand-clod formation during the repeated flooding events.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101656"},"PeriodicalIF":3.3,"publicationDate":"2025-07-24","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144694929","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

Embankment vibration characteristics using ground motion records and ambient noise measurements, Briones Dam, California 使用地面运动记录和环境噪声测量的路堤振动特性，Briones大坝，加利福尼亚

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-07-23 DOI: 10.1016/j.sandf.2025.101664

Makbule Ilgac , Adda Athanasopoulos-Zekkos , Chukwuebuka Chukwuemeka Nweke , Olga-Joan Ktenidou , Kyle Peterson , Robert E. Kayen

Investigating the seismic response of earth embankment dams is crucial for assessing the safety of existing dams and guiding new design procedures. The dam fundamental frequency (f₀) is a critical parameter in the dynamic response of dams and can be evaluated using seismic recordings through Horizontal-to-Vertical Spectral Ratio (HVSR) and Standard Spectral Ratio (SSR) methods. This study focuses on assessing the vibration characteristics of Briones Dam, a 78 m-tall earth embankment dam located in the Bay Area in Northern California. First, earthquake-based Horizontal-to-Vertical Spectral Ratio (eHVSR) was estimated by dividing the horizontal records by the vertical components, and the SSR was determined by comparing crest recordings with those from the abutment. Additionally, a field test program was conducted to collect ambient noise measurements at Briones Dam, allowing for the calculation of microtremor-based HVSR. The fundamental frequency was estimated using three empirical methods: mHVSR (0.7–1 Hz), eHVSR (0.9–1.1 Hz), and SSR (1.2 Hz). The median fundamental frequency of the dam is estimated to be approximately 1 Hz at the center of the dam crest. The slight variations among these three methods suggest the need for further investigations that consider the geological and geotechnical conditions of the dam.

研究土堤坝的地震反应对于评估现有坝的安全性和指导新的设计程序至关重要。大坝基频是大坝动力响应的关键参数，可以通过水平-垂直谱比（HVSR）和标准谱比（SSR）方法利用地震记录进行评价。本研究的重点是评估Briones大坝的振动特性，Briones大坝是位于北加州海湾地区的一座78米高的土堤防大坝。首先，将水平分量除以垂直分量，估算出基于地震的水平-垂直谱比（eHVSR），并将波峰记录与桥台记录进行比较，确定SSR。此外，还进行了现场测试程序，以收集Briones大坝的环境噪声测量数据，从而计算基于微震动的HVSR。采用mHVSR （0.7 ~ 1 Hz）、eHVSR （0.9 ~ 1.1 Hz）和SSR (1.2 Hz) 3种经验方法估算基频。大坝的基频中位数估计在坝顶中心约为1hz。这三种方法之间的细微差异表明需要进一步调查，考虑大坝的地质和岩土工程条件。

{"title":"Embankment vibration characteristics using ground motion records and ambient noise measurements, Briones Dam, California","authors":"Makbule Ilgac , Adda Athanasopoulos-Zekkos , Chukwuebuka Chukwuemeka Nweke , Olga-Joan Ktenidou , Kyle Peterson , Robert E. Kayen","doi":"10.1016/j.sandf.2025.101664","DOIUrl":"10.1016/j.sandf.2025.101664","url":null,"abstract":"<div><div>Investigating the seismic response of earth embankment dams is crucial for assessing the safety of existing dams and guiding new design procedures. The dam fundamental frequency (<em>f<sub>0</sub></em>) is a critical parameter in the dynamic response of dams and can be evaluated using seismic recordings through Horizontal-to-Vertical Spectral Ratio (HVSR) and Standard Spectral Ratio (SSR) methods. This study focuses on assessing the vibration characteristics of Briones Dam, a <em>78 m-tall</em> earth embankment dam located in the Bay Area in Northern California. First, earthquake-based Horizontal-to-Vertical Spectral Ratio (eHVSR) was estimated by dividing the horizontal records by the vertical components, and the SSR was determined by comparing crest recordings with those from the abutment. Additionally, a field test program was conducted to collect ambient noise measurements at Briones Dam, allowing for the calculation of microtremor-based HVSR. The fundamental frequency was estimated using three empirical methods: mHVSR (<em>0.7</em>–<em>1 Hz</em>), eHVSR (<em>0.9</em>–<em>1.1 Hz</em>), and SSR (<em>1.2 Hz</em>). The median fundamental frequency of the dam is estimated to be approximately <em>1 Hz</em> at the center of the dam crest. The slight variations among these three methods suggest the need for further investigations that consider the geological and geotechnical conditions of the dam.</div></div>","PeriodicalId":21857,"journal":{"name":"Soils and Foundations","volume":"65 4","pages":"Article 101664"},"PeriodicalIF":3.3,"publicationDate":"2025-07-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"144694927","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