Soils and Foundations最新文献_第9页

Dynamic modulus and damping ratio of organic-matter-disseminated sand under cyclic triaxial condition 循环三轴条件下有机质浸染砂的动模量与阻尼比

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-04-04 DOI: 10.1016/j.sandf.2025.101616

Juan Du , Xingfei Jiang , Bingyang Liu , Tao Li , Ningjun Jiang

In Hainan Province, China, the unique geographical location presents significant challenges to the safety of coastal infrastructure due to complex dynamic loads such as waves, sea breeze and earthquake. A type of organic matter-rich and poorly graded organic-matter-disseminated sand (OMDS) is commonly found in this region. The existence of OMDS can reduce the bearing capacity of composite foundation and may even lead to structural failure. Currently, there is insufficient understanding regarding this type of sand. This article characterizes the dynamic parameters of OMDS through dynamic elastic modulus (E_d) and damping ratio (λ). A series of undrained cyclic triaxial shear tests were carried out on OMDS specimens with varying compaction energy, initial confining pressure and consolidation ratios. Based on these experiments, a modified Hardin-Drnevich model is presented to explain the dynamic constitutive relation. Furthermore, the impacts of compaction energy, initial confining pressure, and consolidation ratio on skeleton curve, E_d, normalized dynamic elastic modulus (E_d/E_dmax) and λ are systematically discussed. The results show that dynamic axial stress (σ_d), E_d, E_d/E_dmax and λ are all proportional to the compaction energy; lower compaction energy results in earlier stiffness deterioration. As confining pressure increases, σ_d and E_d rise, while λ decreases, with E_d /E_dmax being less affected. Finally, empirical models with respect of the varied parameters are proposed to estimate the maximum dynamic elastic modulus (E_dmax) and maximum damping ratio (λ _max), yielding relatively accurate estimation results. This study provides new insights into the dynamic properties of bay facies sand enriched with organic matter, which may facilitate the design and application of this type of sand in coastal projects.

在中国海南省，由于波浪、海风和地震等复杂的动力载荷，其独特的地理位置对沿海基础设施的安全提出了重大挑战。该地区普遍发育一种富有机质、低级配的浸染型有机质砂。OMDS的存在会降低复合地基的承载力，甚至可能导致结构破坏。目前，人们对这类砂的认识还不够充分。本文通过动态弹性模量（Ed）和阻尼比（λ）表征了OMDS的动态参数。对不同压实能、初始围压和固结比的OMDS试件进行了不排水循环三轴剪切试验。在此基础上，提出了一种修正的Hardin-Drnevich模型来解释动态本构关系。系统讨论了压实能、初始围压和固结比对骨架曲线、Ed、归一化动弹性模量（Ed/Edmax）和λ的影响。结果表明：动轴应力（σd）、Ed、Ed/Edmax和λ均与压实能成正比；较低的压实能量导致较早的刚度退化。随着围压的增大，σd和Ed增大，λ减小，Ed /Edmax受影响较小。最后，提出了不同参数下的最大动态弹性模量（Edmax）和最大阻尼比（λ max）的经验模型，得到了较为准确的估计结果。该研究为富有机质海湾相砂的动力学特性提供了新的认识，为该类砂在海岸工程中的设计和应用提供了依据。

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引用次数: 0

Experimental study for modeling the unloading swelling behavior of Ariake clay Ariake黏土卸荷膨胀特性模拟试验研究

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-03-22 DOI: 10.1016/j.sandf.2025.101594

Zheng Fan , Yoichi Watabe

Due to economic and demographic growth, there is a rising demand for land reclamation in coastal cities of East and Southeast Asia. Marine clays typically play a critical role in these projects, and the deformation characteristics of marine clays become a crucial problem in terms of the quality of the subsoil conditions. The long-term loading behavior of marine clays has been studied by many researchers. However, relatively few studies have been done on the unloading behavior of these clays after preloading; and thus, the strain rate dependency on the unloading behavior of marine clays remains unclear. The aim of this study was to accumulate experimental data on the unloading behavior of marine clays and to develop a strain rate-based model for improving the accuracy of the predictions of the swelling behavior of marine clays during unloading. The authors conducted a series of constant rate of strain (CRS) consolidation tests from loading to unloading, and long-term unloading oedometer tests on Ariake clay, which is a well-known sensitive marine clay, to observe the swelling behavior during in unloading. The preloading time, corresponding to different strain rates at the end of preloading, was controlled to elucidate the effect of the stress history. Moreover, instead of parameter σ′_p (preconsolidation pressure) for the normal consolidation visco-plastic behavior, the authors developed and proposed a new visco-plastic model by introducing the concept of a plastic rebound boundary and a new parameter R for swelling behavior during unloading. Parameter R represents the normalized distance from the current stress state to the plastic rebound boundary in logarithmic effective consolidation stress. Therefore, the visco-plastic model for the behavior in the loading stage was developed into the swelling visco-plastic behavior in the unloading stage for Ariake clay. Comparing the simulation and test results, the simplified visco-plastic swelling model was found to agree well with the test results.

由于经济和人口的增长，东亚和东南亚沿海城市对土地开垦的需求不断增加。海相粘土通常在这些工程中起着关键作用，海相粘土的变形特性成为影响地基条件质量的关键问题。海相粘土的长期加载特性已经得到了许多研究者的研究。然而，对预压后土体的卸荷特性研究相对较少；因此，应变速率对海相粘土卸荷特性的依赖关系尚不清楚。本研究的目的是积累海相粘土卸载行为的实验数据，并建立基于应变率的模型，以提高海相粘土卸载过程中膨胀行为预测的准确性。对著名的海洋敏感黏土Ariake粘土进行了从加载到卸载的一系列恒应变速率固结试验和长期卸载试验，观察了其在卸载过程中的膨胀行为。控制预压结束时不同应变速率对应的预压时间，以阐明应力历史的影响。此外，作者提出了一个新的粘塑性模型，并引入了塑性回弹边界的概念和卸载过程中膨胀行为的新参数R，取代了正常固结粘塑性行为的参数σ ' p（预固结压力）。参数R表示对数有效固结应力下当前应力状态到塑性回弹边界的归一化距离。因此，有明黏土加载阶段的粘塑性模型可发展为卸载阶段的膨胀粘塑性模型。仿真结果与试验结果比较，发现简化后的粘塑性膨胀模型与试验结果吻合较好。

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引用次数: 0

Ground water lowering at Minami-Kurihashi in Kuki City, Japan as countermeasure against liquefaction 日本久木市南栗桥地下水位降低作为防止液化的对策

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-03-19 DOI: 10.1016/j.sandf.2025.101597

Junichi Koseki , Kazue Wakamatsu , Katsuya Matsushita , Tomoaki Yahaba

Extensive liquefaction took place in Minami-Kurihashi, Kuki City, Saitama, Japan during the 2011 Off the Pacific Coast of Tohoku Earthquake, which induced damage to houses and infrastructures. Based on the results of a detailed geotechnical investigation, the ground water lowering method has been adopted and executed as a countermeasure against liquefaction. This report summarizes how this countermeasure could be implemented, including the results from field monitoring and relevant analyses of the local ground water level and surface settlement that were conducted during and after the ground water lowering. By newly installing a network of drainage ditches, cut-off sheet pile walls, and operating manhole pumps, it was possible to lower the ground water level in order to prevent/reduce future liquefaction damage. In the non-execution areas outside the cut-off walls, the ground water level was not affected by this operation. As of the end of the monitoring period, the measured maximum settlement and tilting ratio were 36 mm and 1.03/1000, respectively. All the monitoring data satisfied the pre-assigned control limits of 40 mm and 2/1000, respectively. In order to numerically simulate the monitored behavior, modification of the compression index and coefficient of permeability was required. Based on the results of a long-term behavior analysis using the modified parameters, the final settlement and tilting ratio were predicted to be, at maximum, 54 mm and 1.50/1000, respectively. The latter value satisfied the pre-assigned threshold limit of 3/1000.

2011年日本东北太平洋沿岸地震期间，日本埼玉县国市南栗桥发生了大面积液化，导致房屋和基础设施受损。在详细的岩土工程勘察结果的基础上，采用了降低地下水的方法，作为防止液化的对策。本报告总结了如何实施这一对策，包括实地监测的结果以及在地下水位下降期间和之后对当地地下水位和地表沉降进行的相关分析。通过新安装的排水沟渠网络、截止板桩墙和操作人孔泵，可以降低地下水位，以防止/减少未来的液化损害。在隔离墙外的非执行区，地下水位没有受到这一行动的影响。监测期结束时，测得的最大沉降和倾斜比分别为36 mm和1.03/1000。所有监测数据分别满足预先设定的40 mm和2/1000的控制限值。为了数值模拟监测行为，需要修改压缩指数和渗透系数。根据修正参数的长期行为分析结果，预测最终沉降和倾斜比最大分别为54 mm和1.50/1000。后者的值满足预先分配的3/1000的阈值限制。

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引用次数: 0

Particle crushing and critical state surface of porous granular materials derived from artificial pumice 人造浮石制备多孔颗粒材料的颗粒破碎及临界状态面

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-03-12 DOI: 10.1016/j.sandf.2025.101590

Itsuki Sato , Reiko Kuwano , Masahide Otsubo

Crushable porous soils, such as volcanic pumice, are distributed worldwide and cause a variety of engineering problems, such as slope hazards. The mechanical properties of these soils are complicated by their high compressibility due to voids in the particles themselves and changes in the soil gradation due to particle crushing. They are usually classified as problematic soils and discussed separately from ordinary granular soils, and their behaviour is not systematically understood. In this study, isotropic and triaxial compression tests were conducted on artificial pumice in order to determine the relationship between the mechanical properties and the particle crushing of crushable porous granular materials. The results showed that the mechanical behaviour of artificial pumice, representative of such materials, can be explained using a particle crushing index, which is related to the degree of efficient packing. Furthermore, a new critical state surface equation was proposed. It is applicable to crushable porous granular materials and shows the potential for expressing the critical state or isotropic consolidation state of such materials as a single surface in a three-dimensional space consisting of three axes: the stress − void ratio − crushing index. The validity of this new equation was confirmed by applying it to natural pumice from previous research.

可破碎多孔土，如火山浮石，分布在世界各地，引起各种工程问题，如边坡危害。由于颗粒本身的空隙和颗粒破碎引起的土壤级配变化，这些土壤的力学特性变得复杂。它们通常被归类为问题土，并与普通颗粒土分开讨论，它们的行为没有被系统地理解。为了确定可破碎多孔颗粒材料的力学性能与颗粒破碎的关系，本研究对人造浮石进行了各向同性和三轴压缩试验。结果表明，作为此类材料的代表，人造浮石的力学行为可以用颗粒破碎指数来解释，而颗粒破碎指数与有效填料的程度有关。在此基础上，提出了一个新的临界状态面方程。它适用于可破碎的多孔颗粒材料，并显示了在三维空间中表达这些材料的临界状态或各向同性固结状态的潜力，这些材料作为一个单一的表面，由三个轴组成：应力-空隙比-破碎指数。将前人的研究成果应用于天然浮石，证实了新方程的有效性。

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引用次数: 0

Field test study on uplift bearing characteristics of rock socketed piles in sandstone stratum 砂岩地层中嵌岩桩抗拔承载特性的现场试验研究

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-03-12 DOI: 10.1016/j.sandf.2025.101598

Yang Bai , Qin Chao , Yang Yuan-hao , Cheng Feng , Zhao Shan-shan

Based on the field ultimate load test, the uplift bearing characteristics of reinforced cement concrete (RCC) bored piles in clay and sandstone strata were analyzed, and semi empirical methods for calculating the ultimate uplift capacity of rock socketed pile were proposed. This method was compared with the design codes of pile foundations in China and Europe, and its reliability was verified by engineering case analysis. The results show that the relationship curves between pile top displacement and uplift load are of steep deformation type. In the field test, the ultimate uplift capacity increases with the increase of rock socketed depth or pile diameter. The failure mode of uplift pile is the relative sliding failure of pile body and surrounding rock and soil. In this technical report, the relationship between ultimate side resistance

f_{r}

and unconfined compressive strength

σ_{c}

of sandstone is proposed,

f_{r} = 0.18 σ_{c}^{0.5}

(MPa). And the calculation method of ultimate uplift capacity of the pile in clay and sandstone strata is proposed. The calculated results are in good agreement with the test results, with an error of −11.4 % to 9.5 %, which is smaller than that of the design codes of pile foundations in China and Europe. This calculated method has a certain reference for the design of uplift piles in similar strata.

在现场极限荷载试验的基础上，分析了粘土和砂岩地层中钢筋水泥混凝土钻孔灌注桩的抗拔承载力特性，提出了嵌岩桩抗拔承载力的半经验计算方法。将该方法与中国和欧洲桩基设计规范进行了比较，并通过工程实例分析验证了该方法的可靠性。结果表明：桩顶位移与拔荷载的关系曲线为陡变形型；在现场试验中，随着嵌岩深度和桩径的增加，抗拔能力逐渐增大。拔桩的破坏模式为桩身与围岩的相对滑动破坏。提出了砂岩极限侧阻力fr与无侧限抗压强度σc的关系，fr=0.18σc0.5 （MPa）。提出了粘土和砂岩地层中桩的极限抗拔能力的计算方法。计算结果与试验结果吻合较好，误差在- 11.4% ~ 9.5%之间，小于中国和欧洲桩基设计规范。该计算方法对类似地层中抗拔桩的设计具有一定的参考意义。

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引用次数: 0

Centrifuge model tests on suffusion-induced deterioration and its consequences in seismic response of levees 堤防扩散诱发劣化的离心模型试验及其对地震反应的影响

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-03-01 DOI: 10.1016/j.sandf.2025.101592

Akihiro Takahashi , Tamaki Inoue , Saki Yamagata , Kazuki Horikoshi

Shake table tests on a levee deteriorated by seepage-induced internal erosion are performed in a geotechnical centrifuge to investigate the effects of erosion-induced heterogeneity and mechanical characteristics change on the seismic response of the levee. Among the several forms of internal erosion, suffusion, in which the seepage-induced loss of soil integrity occurs with the migration and loss of finer particles, is the focus of this study, since it progresses and puts structures in danger, while going unnoticed. In the tests, the model levee made of gap-graded soil is firstly subjected to repeated seepage flow by changing the water level in the flood channel. After lowering the water level and making the levee dry, earthquake motions are applied to the model deteriorated by suffusion. The progression of suffusion in the levee is confirmed by comparing the results of tests having the same initial condition, but subjected to a different number of seepage cycles. The shake table tests reveal that the natural frequency of the levee and the equivalent shear wave velocity in the levee significantly decrease with suffusion, suggesting that a reduction in soil stiffness occurs due to suffusion. However, no significant difference can be confirmed in the earthquake-induced crest settlement depending on the seepage cycles, suggesting that no marked change in strength or cyclic-shearing-induced compression occurs with suffusion within the scope of this study.

在土工离心机上对渗水内冲恶化堤防进行了振动台试验，研究了渗水内冲非均质性和力学特性变化对堤防地震响应的影响。在内部侵蚀的几种形式中，渗透是本研究的重点，其中渗透引起的土壤完整性损失是随着细颗粒的迁移和损失而发生的，因为它会发展并危及结构，而不被注意。在试验中，首先通过改变洪道水位，对裂隙级配土模型堤防进行反复渗流。在降低水位并使堤防干化后，将地震运动应用于渗水恶化模型。通过对初始条件相同但渗流循环次数不同的试验结果进行比较，确定了堤防渗流的过程。振动台试验结果表明，洪坝固有频率和洪坝等效横波速度随洪涝作用显著降低，表明洪涝作用导致土体刚度降低。但是，地震引起的波峰沉降在不同的渗流循环中并没有明显的差异，这表明在本研究范围内，随着渗流的发生，强度和循环剪切引起的压缩没有明显的变化。

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引用次数: 0

Mesoscopic mechanism behind the inherent reliquefaction resistance subjected to repeated earthquakes using centrifuge modelling and advanced digital image processing 利用离心模拟和先进的数字图像处理技术研究重复地震作用下固有再液化阻力的介观机制

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-03-01 DOI: 10.1016/j.sandf.2025.101589

Gowtham Padmanabhan , Bal Krishna Maheshwari , Kyohei Ueda , Ryosuke Uzuoka

Around the world severe damages were observed due to reliquefaction during repeated earthquakes, whereas precise understanding of its mesoscopic mechanism is not much discovered. Influence of these earthquakes on reliquefaction needs to be investigated to understand its significance in contributing to inherent sand resistance. In the present study, centrifuge model experiments were performed to examine the influence of foreshocks/aftershocks and mainshock sequence on resistance to reliquefaction. Two different shaking sequences comprising six shaking events were experimented with Toyoura sand specimen with 50 % relative density. Acceleration amplitude and shaking duration of a mainshock is twice that of foreshock/aftershock. In-house developed advanced digital image processing (DIP) technology was used to estimate mesoscopic characteristics from the images captured during the experiment. The responses were recorded in the form of acceleration, excess pore pressure (EPP), subsidence, induced sand densification, cyclic stress ratio, void ratio and average coordination number. Presence of foreshocks slightly increased the resistance against EPP before it gets completely liquefied during the mainshock. Similarly, aftershocks also regained the resistance of liquefied soil due to reorientation of particles and limited generation of EPP. However, application of mainshocks triggered liquefaction and reliquefaction and thus eliminated the beneficial effects achieved from the prior foreshocks. Reliquefaction was observed to be more damaging than the first liquefaction, meanwhile the induced sand densification from repeated shakings did not contribute to increased resistance to reliquefaction. The apparent void ratio estimated from the DIP technology was in good agreement with real void ratio values. Average coordination number indicated that the sand particles moved closer to each other which resulted in increased resistance during foreshocks/aftershocks. In contrast, complete liquefaction and reliquefaction have destroyed the dense soil particle interlocking and made specimen more vulnerable to higher EPP generation.

在世界范围内，由于反复发生地震而造成的严重破坏被观察到，而对其细观机制的精确理解却很少发现。这些地震对再液化的影响需要进行调查，以了解其在促进固有抗沙性方面的重要性。本研究采用离心模型实验研究了前震/余震和主震序列对再液化阻力的影响。用相对密度为50%的Toyoura砂试件进行了两种不同的震动序列，包括6个震动事件。主震的加速度振幅和震动持续时间是前震/余震的两倍。内部开发的先进数字图像处理（DIP）技术被用于从实验中捕获的图像中估计介观特征。以加速度、超孔隙压力（EPP）、沉降、诱导致密化、循环应力比、孔隙比和平均配位数等形式记录响应。在主震完全液化之前，前震的存在稍微增加了对EPP的阻力。同样，余震也恢复了液化土的阻力，因为颗粒的重新定向和EPP的有限产生。然而，主震的应用引发了液化和再液化，从而消除了以前的前震所产生的有益影响。观察到再液化比第一次液化更具破坏性，同时反复振动引起的砂土致密并不会增加再液化的阻力。DIP技术估算的表观空隙率与实际空隙率值吻合较好。平均配位数表明，在前震/余震中，沙粒相互靠近，导致阻力增大。而完全液化和再液化破坏了致密的土粒互锁，使试样更容易受到较高EPP的影响。

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引用次数: 0

Prediction of hydraulic gradient for backward erosion piping in river levees considering flow regime and pipe geometry 考虑流态和管道几何的河堤后冲管水力梯度预测

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-03-01 DOI: 10.1016/j.sandf.2025.101591

Mitsu Okamura , Nene Kusube

The hydraulic gradient that causes backward erosion piping in river levees is of significant concern in geotechnical engineering. Traditionally, the mechanism of pipe progression beneath levees has primarily been studied using small-scale model experiments. Prediction methods for the critical hydraulic gradient have been developed in which the simple pipe geometry and laminar pipe flow were assumed. However, recent studies have suggested that turbulent flow is more likely in the pipes of prototype-scale levees and that both the pipe geometry and flow regime significantly influence pipe progression and the resulting gradient. The present study proposes a prediction method that accounts for the effects of the foundation’s soil properties, levee scale, flow regime, and pipe geometry. The method is validated by comparing the predicted results with those from centrifuge tests. All the analytical results are found to be consistent with the test observations, demonstrating that the proposed method can satisfactorily predict the effects of the testing parameters on the hydraulic gradient. The scale effect of levees on the critical hydraulic gradient remains a critical issue, as the direct application of small-scale test results to prototype levees often results in the overprediction of the gradient. The method is also used to evaluate the progression gradient of full-scale levees, confirming that the gradient is inversely proportional to the square root of the levee width (L^−1/2) under laminar pipe flow conditions. Under turbulent flow conditions, which are more likely in field-scale levees, the exponent may be even smaller.

引起河堤反冲管的水力梯度是岩土工程中的一个重要问题。传统上，对堤下管道推进机理的研究主要是通过小尺度模型试验进行的。在简单管道几何和层流管道流动的假设下，发展了临界水力梯度的预测方法。然而，最近的研究表明，湍流更可能发生在原型规模堤防的管道中，管道的几何形状和流动形式都会显著影响管道的进展和由此产生的梯度。本研究提出了一种预测方法，该方法考虑了地基的土壤特性、堤防规模、流动状况和管道几何形状的影响。通过将预测结果与离心试验结果进行比较，验证了该方法的有效性。分析结果与试验观测结果一致，表明本文方法能较好地预测试验参数对水力梯度的影响。堤防的尺度效应对临界水力梯度的影响仍然是一个关键问题，因为将小规模试验结果直接应用于原型堤防往往会导致对临界水力梯度的过度预测。该方法还用于评估全尺寸堤防的级数梯度，证实了在层流管道流动条件下，梯度与堤防宽度（L−1/2）的平方根成反比。在湍流条件下，这种情况更有可能出现在现场规模的堤坝中，指数可能更小。

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引用次数: 0

Influence of the soil-structure interface on seepage characteristics in uniformly-grained soils: Microscopical insights from transparent soil experiments 均匀颗粒土中土-结构界面对渗流特性的影响：透明土实验的微观观察

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-03-01 DOI: 10.1016/j.sandf.2025.101596

Guo Yu , Ying Cui , Lei He , Yubo Li , Huaiping Feng

Seepage failure of hydraulic structures is more likely at the soil-structure interface due to factors such as lower compaction and differing flow paths; however, detailed evidence is scarce. In this research, internal structures and flow velocities in uniformly-grained soils are successfully observed using transparent soil techniques. Experimental results showed that both porosity and flow velocity were highest at the interface. Significant variations in these parameters occurred within a range roughly equal to the average particle size from the interface, indicating that the interface effect is due to particle arrangement at the boundary, with minimal impact further away. Furthermore, three-dimensional modelling of flow paths based on flow velocities was conducted, and flow path distributions and their tortuosity were analyzed. The tortuosity at the interface was low (<1.2), and widely connected pores were observed. Fluid at the interface flowed upward along the two-dimensional plane, while within the soil, it meandered three-dimensionally along particle edges. In summary, this research revealed through microscopic observation using transparent soil that the pronounced flow at the boundary is due to the soil-structure interface having larger pores and straighter flow paths.

由于压实度低、流道不同等因素，水工构筑物在土-结构界面处更容易发生渗流破坏；然而，详细的证据很少。在本研究中，利用透明土技术成功地观察了均匀颗粒土的内部结构和流速。实验结果表明，界面处孔隙率和流速均最高。这些参数的显著变化发生在与界面平均粒径大致相等的范围内，表明界面效应是由边界处的颗粒排列引起的，对远处的影响最小。在此基础上，建立了基于流速的流道三维模型，分析了流道分布及其弯曲度。界面弯曲度较低（<1.2），孔隙连通较广。界面处的流体沿二维平面向上流动，而土壤内的流体则沿颗粒边缘三维弯曲流动。综上所述，本研究通过透明土的微观观察发现，边界处流动明显是由于土-结构界面孔隙较大、流道较直所致。

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引用次数: 0

A mixed total Lagrangian-updated Lagrangian Smoothed Particle Hydrodynamics method for geomechanics simulations with discontinuities 具有不连续面地质力学模拟的混合全拉格朗日-更新拉格朗日光滑粒子流体力学方法

IF 3.3 2区工程技术 Q2 ENGINEERING, GEOLOGICAL

Soils and Foundations

Pub Date : 2025-02-25 DOI: 10.1016/j.sandf.2025.101593

Daniel S. Morikawa , Mitsuteru Asai

This study presents a novel approach for simulating geotechnical problems including the initiation and post-failure behavior of landslides triggered by discontinuities. The developed method is constituted by a mixed total Lagrangian–updated Lagrangian Smoothed Particle Hydrodynamics (SPH) method, which the main characteristic is to distinguish between internal forces within a body, represented by the internal stress, from contact forces interactions with other bodies, represented by the contact stress. Internal stress effects are calculated using total Lagrangian SPH interpolations, while contact stress effects are computed with updated Lagrangian. Discontinuities are simulated by employing a threshold on plastic deformation, in which highly plastic deformed particles detached from their original body are treated as a separate particulate material with neighboring interactions via contact stress. Numerical tests confirm the method’s capability in accurately modeling elastic collisions, friction forces and discontinuities from both tension and shear stresses, and the results are validated against experimental data. Finally, we show the applicability of the proposed method by simulating a real-scale landslide scenario, the Selborne experiment. This final numerical test demonstrates the capability of the method to simulate a landslide detached from the main soil mass as observed in the experiment.

这项研究提出了一种新的方法来模拟岩土工程问题，包括由不连续面引发的滑坡的开始和破坏后的行为。该方法由一种混合拉格朗日-更新拉格朗日光滑粒子流体动力学（SPH）方法构成，其主要特点是将以内应力为代表的物体内部内力与以接触应力为代表的与其他物体相互作用的接触力区分开来。内部应力效应采用全拉格朗日SPH插值法计算，接触应力效应采用更新的拉格朗日插值法计算。通过采用塑性变形阈值来模拟不连续面，其中与原始体分离的高塑性变形颗粒被视为单独的颗粒材料，通过接触应力与相邻的相互作用。数值试验证实了该方法能够准确地模拟弹性碰撞、摩擦力和剪切应力的不连续性，并与实验数据进行了验证。最后，我们通过模拟一个真实规模的滑坡场景，即Selborne实验来证明所提出方法的适用性。最后的数值试验验证了该方法模拟试验中观测到的脱离主土体滑坡的能力。

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引用次数: 0