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Improved SfM-MVS approach using artificial backgrounds 利用人工背景改进 SfM-MVS 方法
IF 3.3 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2024-08-13 DOI: 10.1016/j.sandf.2024.101495

With the development of computer vision technology, structure from motion and multiview-stereo (SfM-MVS) approach has been widely applied in the geotechnical field. However, as a method that utilizes a series of images to reconstruct a 3D model, errors often occur due to insufficient feature points in the images. In this study, soil blocks, rubber specimens, and a sand particle ranging in size from 10 cm to 0.3 mm were utilized for synthetizing 3D model by the SfM-MVS approach. Additionally, an artificial background containing various colored blocks was introduced during photographing process to improve this approach. Moreover, the application of this approach was extended to process optical microscope images and scanning electron microscope (SEM) images by using two artificial backgrounds. Experimental comparison suggested that using artificial backgrounds could optimize the depression areas between the specimen and sample holder of the three-dimensional (3D) model generated by the SfM-MVS approach, especially in the depression portions with acute angles. And the reconstructed model from the SfM-MVS approach was comparable to that generated by X-ray computed tomography (CT). It was also found that increasing the image resolution and decreasing voxel size can improve the accuracy of the 3D model. And these improvements have been quantitatively demonstrated by tests. When using optical microscopy and SEM, the application of artificial backgrounds significantly increased the success rate of constructing 3D models, compared to the near impossibility of achieving successful reconstruction without them in the practice. It was mainly attribute to sufficient feature points in artificial backgrounds can be captured from artificial backgrounds in the camera tracking and point-matching processes of the SfM-MVS approach. With the proposed method in this study, the applicability of the SfM-MVS approach was extended in laboratory geotechnical experiments.

随着计算机视觉技术的发展,运动和多视图立体结构(SfM-MVS)方法已广泛应用于岩土工程领域。然而,作为一种利用一系列图像重建三维模型的方法,由于图像中的特征点不足,经常会出现误差。本研究采用 SfM-MVS 方法,利用土块、橡胶试样和粒径从 10 厘米到 0.3 毫米不等的沙粒合成三维模型。此外,在拍摄过程中还引入了包含各种颜色块的人工背景,以改进这种方法。此外,通过使用两种人造背景,该方法的应用还扩展到了光学显微镜图像和扫描电子显微镜(SEM)图像的处理。实验对比表明,使用人工背景可以优化 SfM-MVS 方法生成的三维(3D)模型中试样和试样夹具之间的凹陷区域,尤其是锐角凹陷部分。SfM-MVS 方法重建的模型与 X 射线计算机断层扫描(CT)生成的模型相当。研究还发现,提高图像分辨率和减小体素尺寸可以提高三维模型的精确度。这些改进已通过测试得到定量证明。在使用光学显微镜和扫描电子显微镜时,人工背景的应用大大提高了构建三维模型的成功率,而在实际应用中,如果没有人工背景,几乎不可能实现成功的重建。这主要归功于在 SfM-MVS 方法的相机跟踪和点匹配过程中,可以从人工背景中捕捉到足够的特征点。利用本研究提出的方法,SfM-MVS 方法的适用性在实验室岩土实验中得到了扩展。
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引用次数: 0
Soil-water-air coupled finite deformation analysis considering trapped air and continuous air phases 考虑滞留空气和连续空气相的土壤-水-空气耦合有限变形分析
IF 3.3 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2024-08-12 DOI: 10.1016/j.sandf.2024.101480

Since the soil–water characteristic model relates the matric suction and the water content, it cannot describe changes in the water content when the suction is zero and constant, i.e., all the pore air is trapped air. To reasonably describe changes in the water content due to air entrapment and the compressibility of trapped air, this paper presents a deformation analysis method based on the mixture theory for a four-phase mixture consisting of the soil skeleton, capillary water, trapped air, and continuous air, in which the pore air phase is divided into trapped air and continuous air phases. Specifically, considering the mass conservation equation and the equation of motion for each phase of trapped air and continuous air, and considering the mass exchange between the trapped air and continuous air phases, governing equations were derived for the initial and boundary value problems of the four-phase mixture in a finite deformation field using a rate-type equation of motion.

Two examples are provided to validate the new method. Firstly, experiments and analyses of soil water retention tests were conducted under multiple drying-wetting cycles. A comparison shows that, even if hysteresis is not considered in the relationship between the effective degree of saturation and suction, the new method can successfully describe the gradual decrease in the degree of saturation at a suction of 0 kPa with multiple drying-wetting cycles, indicating that the pore air gradually becomes trapped in the pore water, by modelling the mass exchange between the trapped air and continuous air phases. Secondly, analyses of an unexhausted and undrained triaxial compression test under zero suction were conducted, comparing the new and previous soil–water-air coupling methods. The results show that the new method, unlike the previous method, can successfully simulate the experimental result. This is because the new method is able to describe the compressibility of trapped air as the change in the capillary water degree of saturation, which is a novel state variable defined as the ratio of the volume of capillary water to the total volume of capillary water and trapped air.

The new method contributes to the simplification of the soil–water characteristic model and enables evaluations of the soil deformation behavior due to the compressibility of trapped air, such as a countermeasure against liquefaction caused by unsaturation.

由于土壤水特征模型与母质吸力和含水量有关,因此无法描述吸力为零且恒定时含水量的变化,即所有孔隙空气都是夹气。为了合理地描述由于空气夹带和夹带空气的可压缩性引起的含水量变化,本文提出了一种基于混合物理论的变形分析方法,适用于由土体骨架、毛细水、夹带空气和连续空气组成的四相混合物,其中孔隙空气相又分为夹带空气相和连续空气相。具体来说,考虑到截留空气和连续空气各相的质量守恒方程和运动方程,并考虑到截留空气相和连续空气相之间的质量交换,利用速率型运动方程导出了有限变形场中四相混合物的初始值和边界值问题的控制方程。首先,对多次干燥-湿润循环下的土壤保水试验进行了实验和分析。对比结果表明,即使不考虑有效饱和度与吸力之间的滞后关系,新方法也能通过模拟被截留空气相与连续空气相之间的质量交换,成功描述在吸力为 0 kPa 时,饱和度随多次干湿循环而逐渐降低的现象,表明孔隙空气逐渐被截留在孔隙水中。其次,对零吸力下的未排气和未排水三轴压缩试验进行了分析,比较了新方法和以前的土壤-水-空气耦合方法。结果表明,与以前的方法不同,新方法可以成功模拟实验结果。这是因为新方法能够用毛细管水饱和度的变化来描述滞留空气的可压缩性,而毛细管水饱和度是一个新的状态变量,定义为毛细管水体积与毛细管水和滞留空气的总体积之比。新方法有助于简化土壤-水特征模型,并能对滞留空气的可压缩性引起的土壤变形行为进行评估,如防止不饱和引起的液化的对策。
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引用次数: 0
Rapid predictive method for the deterioration depth of cement solidified marine soft soil 水泥固化海洋软土劣化深度的快速预测方法
IF 3.3 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2024-08-01 DOI: 10.1016/j.sandf.2024.101494

The deterioration depth (D) is a relatively simple index used to evaluate the deterioration degree of solidified soil. Based on the equivalent relationship between the accelerated deterioration tests and the conventional deterioration tests and the power function form of the D prediction equation, a rapid prediction method is proposed in this study for predicting the D of cement solidified marine soft soil. Deterioration test results of the cement solidified marine soft soil showed that increases in the concentration of seawater accelerated the rate of cement soil deterioration. Deterioration test results of the cement solidified marine soft soil showed that increases in the concentration of seawater accelerated the rate of cement soil deterioration. Additionally, the D obtained from indoor and in-site conventional deterioration tests is almost the same. A rapid prediction method for the D of cement stabilized marine soft soil was established with the equivalent relationship between the accelerated and conventional deterioration tests and a power function form of the deterioration depth prediction equation. The predicted D and the development trend were more consistent with the results of the indoor and in-site conventional deterioration tests.

劣化深度(D)是用于评价固化土劣化程度的一个相对简单的指标。根据加速劣化试验与常规劣化试验之间的等效关系以及 D 预测方程的幂函数形式,本研究提出了一种快速预测水泥固结海相软土 D 的方法。水泥土固化海洋软土的劣化试验结果表明,海水浓度的增加加快了水泥土的劣化速度。水泥固化海洋软土的劣化测试结果表明,海水浓度增加会加快水泥土壤的劣化速度。此外,室内和现场常规劣化试验得出的 D 值几乎相同。利用加速劣化试验和常规劣化试验之间的等效关系以及劣化深度预测方程的幂函数形式,建立了水泥稳定海相软土 D 的快速预测方法。预测的 D 值和发展趋势与室内和现场常规劣化试验的结果更加一致。
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引用次数: 0
Investigation of ion concentration in pore water in compacted bentonite after infiltration by salt solutions 盐溶液渗透后压实膨润土孔隙水中离子浓度的研究
IF 3.3 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-06 DOI: 10.1016/j.sandf.2024.101467
Guodong Cai , Hailong Wang , Kunlin Ruan , Dachi Ito , Hideo Komine

The behavior of salt solutions infiltrated into compacted bentonite was investigated in this study, with particular attention paid to the ion concentration in the pore water, in order to improve the understanding of the bentonite behavior in geological disposal projects. A Japanese bentonite, Kunigel V1 (K_V1), was used to prepare specimens with a thickness of 2 mm and an initial dry density of 1.4 to 1.7 Mg/m3. For each density case, salt solutions (NaCl, KCl, and CaCl2) of different amounts (0 to 2 mol/L) were supplied to the specimens. After infiltration, the basal spacing (d001) and exchangeable cations of the montmorillonite in the bentonite and the leached cations from the bentonite were measured. Based on the test results, the ion concentration in the interlayer pore water of the montmorillonite or the interparticle pore water was discussed. The findings indicated that the infiltration capacities of the various salt solutions into the compacted K_V1 bentonite were in the order of KCl > CaCl2 > NaCl. The K_V1 specimen with the highest initial dry density exhibited the strongest resistance to salt solution infiltration. After the infiltration of the NaCl solution into the compacted K_V1 bentonite, the increased sodium ions mainly remained in the interparticle pores, leading to an increase in the sodium ion concentration in the interparticle pore water. During the infiltration of the KCl and CaCl2 solutions into the compacted K_V1 bentonite, the infiltrated potassium ions in the case of KC1 and the calcium ions in the case of CaCl2 tended to penetrate the interlayer pore preferentially, thereby displacing the exchangeable sodium ions. After most of the exchangeable sodium ions that had initially existed in the montmorillonite had been replaced, the infiltrated potassium or calcium ions remained in the interparticle pores.

本研究调查了盐溶液渗入压实膨润土的行为,尤其关注孔隙水中的离子浓度,以加深对地质处理项目中膨润土行为的理解。使用日本的 Kunigel V1(K_V1)膨润土制备厚度为 2 毫米、初始干密度为 1.4 至 1.7 兆克/立方米的试样。在每种密度情况下,向试样提供不同量(0 至 2 mol/L)的盐溶液(NaCl、KCl 和 CaCl2)。浸润后,测量膨润土中蒙脱石的基底间距(d001)和可交换阳离子以及从膨润土中浸出的阳离子。根据测试结果,讨论了蒙脱石层间孔隙水或颗粒间孔隙水的离子浓度。结果表明,各种盐溶液对压实的 K_V1 膨润土的渗透能力依次为 KCl > CaCl2 > NaCl。初始干密度最高的 K_V1 试样对盐溶液渗透的抵抗力最强。NaCl 溶液渗入压实的 K_V1 膨润土后,增加的钠离子主要停留在颗粒间孔隙中,导致颗粒间孔隙水中钠离子浓度增加。在 KCl 和 CaCl2 溶液渗入压密 K_V1 膨润土的过程中,渗入 KC1 的钾离子和 CaCl2 的钙离子倾向于优先渗入层间孔隙,从而取代了可交换的钠离子。在蒙脱石中最初存在的大部分可交换钠离子被置换后,渗入的钾离子或钙离子仍留在颗粒间孔隙中。
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引用次数: 0
Hydro-mechanical response of volcanic ash on removal of fines: Shear stiffness to critical state mechanics 火山灰在去除细粒时的水力学响应:从剪切刚度到临界状态力学
IF 3.3 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2024-06-29 DOI: 10.1016/j.sandf.2024.101478
Sanjei Chitravel , Masahide Otsubo , Reiko Kuwano

Natural volcanic soils containing pumice particles are commonly found in Hokkaido, Japan, and this type of soil is prone to landslides, internal erosion, and liquefaction. Therefore, the purpose of this paper is to summarise the hydro-mechanical response of volcanic ash soil subjected to internal erosion using the modified erosion triaxial apparatus, based on the literature and additional investigations. The results of the study show that the rate of erosion and shear strain during the erosion process are influenced by initial density, stress state, and hydraulic gradient. Notably, anisotropic consolidation is experienced by specimens under seepage flow. Additionally, the removal of fines leads to a slight decrease in the grading state index. Moreover, suffosion increases the maximum shear modulus and Poisson’s ratio of the soil, while increasing seepage time stabilises the peak shear strength of eroded specimens. Furthermore, the critical state line does not change much with internal erosion. To sum up, this study offers valuable insights into the behaviour of volcanic ash soil subjected to internal erosion and provides an integrated interpretation of hydro-mechanical response of volcanic ash on removal of fines.

含有浮石颗粒的天然火山土壤在日本北海道很常见,这种土壤很容易发生滑坡、内部侵蚀和液化。因此,本文的目的是根据文献和补充调查,使用改进的侵蚀三轴仪器,总结火山灰土在受到内部侵蚀时的水力机械响应。研究结果表明,侵蚀速率和侵蚀过程中的剪切应变受初始密度、应力状态和水力梯度的影响。值得注意的是,试样在渗流作用下会出现各向异性固结。此外,细粒的去除会导致级配状态指数略有下降。此外,侵蚀会增加土壤的最大剪切模量和泊松比,而增加渗流时间则会稳定侵蚀试样的峰值剪切强度。此外,临界状态线随内部侵蚀的变化不大。总之,本研究为火山灰土受内侵蚀的行为提供了宝贵的见解,并对火山灰在去除细粒时的水力机械响应进行了综合解释。
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引用次数: 0
Performance of high capacity socketed H-piles with long rock socket 带长嵌岩的高承载力嵌岩工字桩的性能
IF 3.3 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2024-06-26 DOI: 10.1016/j.sandf.2024.101481
Arthur K.O. So

The pile capacity is commonly calculated by the engineers as the lesser of its structural capacity and the ultimate resistance of ground supporting it using a generalized equation irrespective of the shaft type, socket diameter, socket length, rock type and grout strength. This equation may be over-simplified and risky if the pile/grout/rock interaction is not considered. Based on the loading tests of 6 instrumented socketed piles with 4–6 m rock socket by others and 35 non-instrumented socketed H-piles with 5–34 m rock socket by the author, the load-transfer mechanism in long rock socket is found dependent not only on the mobilization of shear resistance in soil and rock layers, but also largely on the steel/grout bond behavior. A side resistance distribution factor αs is introduced as a simple and practical index to represent the load-transfer mechanism along the pile shaft and to the socket. It would increase with an increase in loading and pile length in soils, but decrease with an increase in socket length indicating that critical socket length does exist which is likely depending on the grout bond strength. Average bond stress reduces with increased socket length when the critical socket length is exceeded. Residual settlement is largely due to the slip and bond failure at the interface. Creep settlement is largely affected by the properties of grout mix and tends to increase with increased socket length.

工程师通常使用一个通用公式来计算桩的承载力,即桩的结构承载力与支撑桩的地层极限阻力中较小的数值,而与轴类型、承插口直径、承插口长度、岩石类型和灌浆强度无关。如果不考虑桩、灌浆料和岩石之间的相互作用,这个公式可能会过于简化,而且存在风险。根据他人对 6 根 4-6 米承插岩层的仪器承插桩和笔者对 35 根 5-34 米承插岩层的非仪器承插 H 型桩进行的加载试验,发现长承插岩层的荷载传递机制不仅取决于土层和岩层的抗剪能力,还在很大程度上取决于钢筋/灌浆的粘结行为。我们引入了侧阻力分布系数 αs 作为一个简单实用的指标,来表示沿桩轴和承插口的荷载传递机制。在土壤中,该系数会随着荷载和桩长的增加而增加,但会随着承台长度的增加而减少,这表明临界承台长度确实存在,这可能取决于灌浆粘结强度。当超过临界承台长度时,平均粘结应力会随着承台长度的增加而减小。残余沉降主要是由于界面处的滑移和粘结失效造成的。蠕变沉降主要受灌浆混合料特性的影响,并随着承插口长度的增加而增加。
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引用次数: 0
Effect of groundwater dynamics in rain-induced landslides: centrifuge and numerical study 雨水诱发的山体滑坡中地下水动力学的影响:离心机和数值研究
IF 3.3 2区 工程技术 Q2 ENGINEERING, GEOLOGICAL Pub Date : 2024-06-24 DOI: 10.1016/j.sandf.2024.101482
S.H.S. Jayakody, Ryosuke Uzuoka, Kyohei Ueda

Landslides are a multifaceted phenomenon triggered by rainfall infiltration as a consequence of the decrease in effective stress upon the development of porewater pressure. Although many studies concentrated only on rainfall infiltration as the source of the primary hydrological regime, the impact of groundwater dynamics has been relatively underexplored owing to its elusive nature. Field investigations after the landslide incidents provide insight into the influence of groundwater dynamics and speculate its effect as a secondary hydrological regime is immense. Therefore, this paper uses centrifuge modeling and numerical simulations to study groundwater dynamics in rain-induced landslides. Instrumented model slopes made of silty sand were tested to examine the hypothesis of pre-existing groundwater flow levels and surcharged groundwater flow conditions in rain-induced landslides. It was observed that swiftly rising porewater pressure along the soil–bedrock interface triggered landslides more rapidly under high groundwater flow and immediate surcharged groundwater flow conditions. Deformation analysis confirmed that a voluminous landslide could be expected if the role of groundwater dynamics is higher. A two–dimensional coupled hydromechanical finite element simulation was performed to back–analyze the experimental results and to discuss the failure mechanism. Upon validation, numerical simulation emphasized how the failure was accelerated under low-intensity rainfall if high groundwater flow exists. Furthermore, the study identified that surcharged flow profoundly affects landslide initiation if the slope has a low pre-existing groundwater flow. The outcomes highlighted that groundwater dynamics should be an integral part of the temporal predictability of landslides as they can also govern the magnitude of landslides.

山体滑坡是降雨渗透引发的一种多层面现象,是孔隙水压力发展导致有效应力下降的结果。尽管许多研究仅关注降雨渗透作为主要水文机制的来源,但由于地下水动态的影响难以捉摸,因此对其研究相对不足。滑坡事件发生后的实地调查有助于深入了解地下水动力学的影响,并推测其作为次生水文系统的作用是巨大的。因此,本文利用离心机建模和数值模拟来研究雨水诱发滑坡中的地下水动力学。测试了由淤泥质砂土制成的仪器模型斜坡,以检验雨水诱发滑坡中预先存在的地下水流位和地下水流动条件的假设。结果表明,在地下水流量大和地下水立即充盈的条件下,沿土壤-岩石界面迅速上升的孔隙水压力会更快地引发滑坡。变形分析证实,如果地下水动力作用较强,预计会发生大体积滑坡。为了反向分析实验结果和讨论破坏机制,进行了二维耦合水力机械有限元模拟。经过验证,数值模拟强调了如果存在高地下水流,在低强度降雨情况下如何加速崩塌。此外,研究还发现,如果斜坡原有的地下水流量较低,则附加水流会对滑坡的发生产生深远影响。研究结果突出表明,地下水动态应成为山体滑坡时间可预测性的一个组成部分,因为地下水动态也会影响山体滑坡的规模。
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引用次数: 0
Evaluation of side and tip resistances for barrette piles using CYCU/Barrette/Side&Tip/64 使用 CYCU/Barrette/Side&Tip/64 评估发夹式桩的侧阻力和顶阻力
IF 3.7 2区 工程技术 Q1 Engineering Pub Date : 2024-06-01 DOI: 10.1016/j.sandf.2024.101477
Kok-Kwang Phoon , Suneelkumar Laveti , Yit-Jin Chen , Mary Abigail Jos

This study focuses on evaluating the side and tip resistances for barrette piles under compression loading. An extensive dataset from field load tests, designated as CYCU/Barrette/Side&Tip/64, was utilized for analysis. These data were categorized into drained and undrained soils, based on the predominant soil conditions along the pile shaft. In contrast, tip resistance depended on the soil (drained or undrained) or rock condition at the pile tip. Eight interpretation methods were employed to evaluate the measured side and tip resistances of each load test. The predicted side resistance was calculated using the classical α and β methods developed for more common piles such as drilled shafts. For the prediction of tip resistance, end-bearing capacity models for a drilled shaft resting on soil or socketed in rock are considered. Subsequently, a comparison was made between the measured and predicted capacities. Based on these analyses, it was observed that the measured side resistance is the main contributor to the overall capacity of barrette piles. The percentage of measured side resistance ranges from around 80% to 90%. In addition, the predicted side resistance calculated using the α and β methods is smaller than the measured side resistance interpreted using the L2 criterion. To reduce this prediction bias, the adhesion factor (α) and stress factors (K/Ko) for barrette piles were adjusted. For the tip resistance, the trend is opposite – predicted values are larger than the measured values for barrette piles resting on soil or socketed in rock. Another approach to correct for prediction bias called the generalized model factor is presented.

本研究的重点是评估压缩荷载作用下发夹桩的侧阻力和桩尖阻力。分析中使用了大量现场荷载试验数据集,这些数据集被命名为 CYCU/Barrette/Side&Tip/64。根据桩轴沿线的主要土壤条件,这些数据被分为排水土壤和不排水土壤。而桩尖阻力则取决于桩尖的土壤(排水或不排水)或岩石状况。我们采用了八种解释方法来评估每次荷载试验测得的侧阻力和桩尖阻力。预测侧阻力采用的是为钻井等更常见的桩而开发的经典 α 和 β 方法。在预测顶端阻力时,考虑了钻孔轴在土壤中或在岩石中的承载力模型。随后,对测量的承载力和预测的承载力进行了比较。根据这些分析,可以看出测量到的侧阻力是影响巴氏桩总承载力的主要因素。测得的侧阻力所占比例约为 80% 至 90%。此外,使用 α 和 β 方法计算的预测侧阻力小于使用 L2 标准解释的实测侧阻力。为了减小这种预测偏差,我们调整了发夹式桩的附着系数 (α)和应力系数 (K/Ko)。至于桩尖阻力,趋势则与此相反--对于静止在土壤上或插入岩石中的发夹式桩,预测值大于测量值。介绍了另一种纠正预测偏差的方法,称为广义模型系数。
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引用次数: 0
Influence of soil fabric anisotropy on the bearing capacity of geosynthetic-reinforced foundations under eccentric and inclined loadings 土层结构各向异性对偏心和倾斜荷载下土工合成材料加固地基承载力的影响
IF 3.7 2区 工程技术 Q1 Engineering Pub Date : 2024-06-01 DOI: 10.1016/j.sandf.2024.101479
Suraparb Keawsawasvong , Hessam Fathipour , Payam Zanganeh Ranjbar , Meghdad Payan , Pitthaya Jamsawang

This study aims to explore the significant impact of soil fabric anisotropy on the ultimate bearing capacity of eccentrically and obliquely loaded shallow foundations overlying a geosynthetic-reinforced granular deposit. For this purpose, the well-established lower bound theorems of limit analysis (LA) in conjunction with the finite elements (FE) formulations and second-order cone programming (SOCP) are exploited to perform the bearing capacity estimations. The consideration of the soil mass’s inherently anisotropic response in the granular layer involves the utilization of distinct internal friction angles in various directions. The lower bound FELA framework adopted in this study incorporates both the pull-out and tensile mechanisms of failure in the reinforcement layer. The marked contribution of soil inherent anisotropy to the impacts of ultimate tensile strength (Tu) and embedment depth (u) of the geosynthetic reinforcement on the failure mechanism, bearing capacity ratio (BCR), and failure envelope of the overlying obliquely/eccentrically strip footing is rigorously examined and discussed. It is generally concluded that for a given embedment depth, failure envelopes of the surface footing in both V-H and V-M planes shrink appreciably with the increase in the soil anisotropy ratio as well as the decrease in the geosynthetic ultimate tensile strength. Moreover, the influence of soil inherent anisotropy on the overall bearing capacity of shallow foundations is more evident in the case of using strong reinforcement compared to the weak geosynthetic. The findings of this investigation demonstrate that overlooking the soil inherently anisotropic behaviour in the numerical analysis of shallow foundations would give rise to undesirable non-conservative and precarious designs.

本研究旨在探讨土工织物各向异性对土工合成材料加固粒状沉积层上偏心和斜向加载浅层地基极限承载力的重要影响。为此,利用极限分析(LA)的成熟下限定理,结合有限元(FE)公式和二阶锥编程(SOCP)来进行承载力估算。考虑到土体在颗粒层中固有的各向异性响应,需要利用不同方向上的不同内摩擦角。本研究采用的下限 FELA 框架包含了加固层的拉出和拉伸两种破坏机制。土壤固有的各向异性对土工合成材料加固层的极限抗拉强度(Tu)和嵌入深度(u)对上覆斜向/偏心带状基脚的破坏机制、承载力比(BCR)和破坏包络的影响的显著贡献得到了严格的研究和讨论。总体结论是,对于给定的嵌入深度,随着土壤各向异性比的增加以及土工合成材料极限抗拉强度的降低,地表基脚在 V-H 和 V-M 平面上的破坏包络明显缩小。此外,与弱土工合成材料相比,在使用强加固材料的情况下,土壤固有各向异性对浅基础整体承载力的影响更为明显。研究结果表明,在对浅层地基进行数值分析时,如果忽略了土壤固有的各向异性行为,将会导致不理想的非保守和不稳定设计。
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引用次数: 0
A method for estimating coefficient of lateral earth pressure based on cone penetration tests 基于锥入度试验的侧向土压力系数估算方法
IF 3.7 2区 工程技术 Q1 Engineering Pub Date : 2024-06-01 DOI: 10.1016/j.sandf.2024.101474
Donggun Nam, Qaisar Abbas, Junhwan Lee

The coefficient of lateral earth pressure at rest (K0) is a key state soil variable for the design of foundations and underground structures, characterizes in-situ stress state and soil condition. In this study, a method for the in-situ estimation of K0 using the cone penetration test (CPT) is proposed considering vertical and inclined cone resistances (qc). For this purpose, a series of laboratory CPTs in a soil chamber were conducted to obtain and characterize vertical and inclined qc values at various inclination angles (θ) and relative densities (DR). It was observed that the values of qc increased as θ increased, which was more pronounced at higher DR. Coupled Eulerian-Lagrangian (CEL) finite element analyses were performed to quantify the values of inclined qc at various cone penetration and soil conditions. Based on results from laboratory CPTs and CEL analyses, a CPT-based K0 correlation model was established, which was given as a function of vertical and inclined qc values. The model parameter for the proposed method was evaluated and quantified. The validity of the proposed method was confirmed from the comparison with case examples.

静止侧向土压力系数(K0)是地基和地下结构设计中的一个关键土壤状态变量,表征了原位应力状态和土壤条件。本研究提出了一种利用锥入度试验(CPT)原位估算 K0 的方法,考虑了垂直和倾斜锥阻力(qc)。为此,在一个土壤室中进行了一系列实验室 CPT,以获得并描述不同倾角 (θ) 和相对密度 (DR) 下的垂直和倾斜 qc 值。结果表明,qc 值随着 θ 的增大而增大,在 DR 较高时更为明显。进行了欧拉-拉格朗日(CEL)耦合有限元分析,以量化不同锥入度和土壤条件下的倾斜 qc 值。根据实验室 CPT 和 CEL 分析的结果,建立了基于 CPT 的 K0 相关模型,该模型是垂直和倾斜 qc 值的函数。对建议方法的模型参数进行了评估和量化。通过与实例的比较,确认了所建议方法的有效性。
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Soils and Foundations
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