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Analytical approach for lateral dynamic behaviours of pipe piles enhanced by cement-improved soil in unsaturated ground 非饱和地层中水泥改良土增强管桩横向动力行为的分析方法
IF 5.6 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-26 DOI: 10.1007/s11440-024-02373-1
Hongbo Liu, Guoliang Dai, Fengxi Zhou, Haoran OuYang, Jun Liu

Pipe piles enhanced by cement-improved soil (hereinafter referred to as enhanced pipe piles) have excellent bearing capacity compared with traditional piles and are often used as the foundation of offshore wind turbines and coastal soft-soil embankment. This study aims to clarify and gain an insight into the lateral dynamic response of enhanced pipe piles in unsaturated soil by developing an analytical approach. In the proposed approach, the enhanced pipe pile divides into two parts: The first part is considered as a composite pile formed by a concrete pipe pile and a cement-soil mixing pile through high-strength bonding, and the second part formed by a concrete pipe pile and an unsaturated soil column. The lateral vibration behaviours of the enhanced pipe pile and the unsaturated soil resistance are deduced by the Euler–Bernoulli beam theory and the porous viscoelastic theory of three-phase mixture, respectively. The closed-form solutions for the horizontal, rocking and horizontal-rocking dynamic impedances at the pile head of enhanced pipe pile under horizontal dynamic loads have been determined and then validated by comparing with the existing results. Numerical discussions are finally conducted to analysis the influence of physical parameters of enhanced pipe pile and unsaturated soil on the three types of dynamic impedance at the pile head. The main findings can be summarized as: (a) For the cement-soil mixing pile, its length should not exceed half of the concrete pipe pile, its radius size should be moderate and its elastic modulus can be as large as possible; (b) the wall thickness and elastic modulus of the concrete pipe pile can be appropriately increased to make the enhanced pipe pile achieve better vibration resistance and (c) the increase of the soil saturation will reduce the anti-vibration ability of enhanced pipe piles.

与传统桩基相比,采用水泥改良土加固的管桩(以下简称加固管桩)具有优异的承载能力,通常用作海上风力涡轮机和海岸软土堤坝的基础。本研究旨在通过开发一种分析方法,阐明并深入了解增强管桩在非饱和土中的横向动力响应。在建议的方法中,增强管桩分为两部分:第一部分是由混凝土管桩和水泥土搅拌桩通过高强度粘结形成的复合桩,第二部分是由混凝土管桩和非饱和土柱形成的复合桩。分别采用欧拉-伯努利梁理论和三相混合物多孔粘弹性理论推导了增强管桩和非饱和土抗力的横向振动行为。确定了水平动荷载作用下增强管桩桩头的水平动阻抗、摇摆动阻抗和水平-摇摆动阻抗的闭式解,并与现有结果进行了对比验证。最后进行了数值讨论,分析了增强管桩和非饱和土的物理参数对桩头三种动阻抗的影响。主要结论可归纳如下(a) 对于水泥土搅拌桩,其长度不应超过混凝土管桩的一半,半径大小应适中,弹性模量可尽可能大;(b) 可适当增加混凝土管桩的壁厚和弹性模量,使增强管桩获得更好的抗振性;(c) 土的饱和度增加会降低增强管桩的抗振能力。
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引用次数: 0
Response of anisotropy modeled compacted embankment during infiltration 各向异性模型压实路堤在渗透过程中的反应
IF 5.7 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-22 DOI: 10.1007/s11440-024-02374-0
Rakshanda Showkat, G. L. Sivakumar Babu

During rainfall, collapse compression predominates due to the slippage of particles, resulting in the rearrangement of soil fabric toward a configuration dependent on the fabric of the initial stress state. Consequently, these alterations in soil fabric induce anisotropic mechanical behavior in unsaturated soils. In this study, an anisotropic model, denoted as ABBM and based on the Barcelona Basic Model (BBM), was implemented into FLAC to analyze the wetting behavior of a typical compacted embankment during infiltration. The research findings indicate that prolonged rainfall durations result in the evolution of the yield surface, consequently amplifying vertical surface displacement. Moreover, as the anisotropic evolution parameter surpasses a defined threshold, the degree of anisotropy diminishes, ultimately resembling the isotropic behavior observed in the Barcelona Basic Model (BBM) due to changes in preconsolidation pressure. The study presents an innovative approach to evaluate embankment performance under rainfall-induced conditions by considering changes in fabric anisotropy relative to the degree of saturation. The results demonstrate that alterations in the degree of saturation lead to rotation of the yield surface, nearly erasing anisotropy upon reaching full saturation. To account for parameter variability, a reliability analysis was performed using the Monte Carlo method, assessing the performance of embankment using different constitutive models, viz, the Mohr–Coulomb model, BBM, and ABBM. Notably, the analysis revealed that embankment failure probabilities simulated using the ABBM exceed those obtained using the Mohr–Coulomb criterion or BBM, suggesting a greater susceptibility to failure in terms of deformations. This observation has practical significance in a sense that use of appropriate constitutive models in embankments is required.

在降雨过程中,由于颗粒的滑动,塌陷压缩占主导地位,导致土壤结构重新排列,形成与初始应力状态的结构相关的结构。因此,土壤结构的这些变化引起了非饱和土壤中各向异性的力学行为。本研究将基于巴塞罗那基本模型(BBM)的各向异性模型(ABBM)应用到 FLAC 中,以分析典型压实路堤在渗透过程中的湿润行为。研究结果表明,降雨持续时间的延长会导致屈服面的演变,从而扩大垂直表面位移。此外,当各向异性演化参数超过规定的临界值时,各向异性的程度就会减弱,最终类似于巴塞罗那基本模型(BBM)中观察到的各向同性行为,这是由于预固结压力的变化造成的。该研究提出了一种创新方法,通过考虑织物各向异性相对于饱和度的变化来评估降雨条件下的路堤性能。结果表明,饱和度的变化会导致屈服面的旋转,在达到完全饱和时几乎会消除各向异性。为了考虑参数的可变性,使用蒙特卡罗方法进行了可靠性分析,评估了使用不同构成模型(即莫尔-库仑模型、BBM 和 ABBM)的堤坝性能。值得注意的是,分析结果表明,使用 ABBM 模拟的堤坝破坏概率超过了使用莫尔-库仑准则或 BBM 模拟的概率,这表明堤坝在变形方面更容易发生破坏。这一观察结果具有实际意义,即需要在路堤中使用适当的构成模型。
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引用次数: 0
Particle-scale study on backward erosion of multilayer erodible medium under converging flow: experimental tests and numerical modelling 汇流条件下多层可侵蚀介质逆向侵蚀的粒子尺度研究:实验测试与数值模拟
IF 5.6 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-20 DOI: 10.1007/s11440-024-02370-4
Gang Zheng, Zhitong Chen, Tianqi Zhang, Huimin Qiu, Ke Wang, Yu Diao

Leakage at the bottom of an underground structure can compel ground water to form a converging flow, under which soil erosion may occur, thereby threatening the safety of the structure. Previous studies have shown that converging flow may induce backward erosion, and unravelling the mechanism behind this type of erosion was pivotal to mitigating disasters in practical engineering. Existing studies on this topic have been limited to monolayer erodible medium, while the mechanism behind the backward erosion of a multilayer erodible medium under converging flow remains unclear. In this study, both experimental tests and numerical simulations based on the validated computational fluid dynamics and the discrete element coupling method (CFD–DEM) were conducted to investigate the backward erosion of a multilayer sample under converging flow. The results demonstrated that the multilayer sample was eroded layer-by-layer, whereby residual layers could be observed at the bottom of the sample. The eroded regions in different layers were similar in shape but smaller in size for lower layers. In addition, particle exchange occurred among different layers during the erosion process. In general, lower-layer particles could directly ascend to upper layers in the eroded regions, whereas upper-layer particles mainly settled on the periphery of the eroded regions.

地下结构底部的渗漏会迫使地下水形成汇流,在汇流作用下可能会发生土壤侵蚀,从而威胁结构的安全。以往的研究表明,汇流可能会诱发逆向侵蚀,而揭示这种侵蚀背后的机理对于减轻实际工程中的灾害至关重要。现有的相关研究仅限于单层可侵蚀介质,而多层可侵蚀介质在汇流作用下的反向侵蚀机理尚不清楚。在本研究中,基于验证的计算流体动力学和离散元耦合方法(CFD-DEM)进行了实验测试和数值模拟,以研究多层样品在汇流下的反向侵蚀。结果表明,多层样品被逐层侵蚀,在样品底部可以观察到残余层。不同层的侵蚀区域形状相似,但较低层的侵蚀区域尺寸较小。此外,在侵蚀过程中,不同层之间会发生颗粒交换。一般来说,下层颗粒可以直接上升到侵蚀区域的上层,而上层颗粒则主要沉降在侵蚀区域的外围。
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引用次数: 0
Numerical model for solid-like and fluid-like behavior of granular flows 颗粒流动的类固体和类流体行为的数值模型
IF 5.6 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-16 DOI: 10.1007/s11440-024-02364-2
Yadong Wang, Wei Wu

We propose a constitutive model for both the solid-like and fluid-like behavior of granular materials by decomposing the stress tensor into quasi-static and collisional components. A hypoplastic model is adopted for the solid-like behavior in the quasi-static regime, while the viscous and dilatant behavior in the fluid-like regime is represented by a modified (mu (I)) rheology model. This model effectively captures the transition between solid-like and fluid-like flows. Performance and validation of the proposed model are demonstrated through numerical simulations of element tests.

通过将应力张量分解成准静态成分和碰撞成分,我们为颗粒材料的类固行为和类流体行为提出了一个构成模型。准静态体系中的类固态行为采用了低塑性模型,而类液体系中的粘性和膨胀行为采用了改进的流变模型。该模型有效地捕捉了类固态流动和类流态流动之间的过渡。通过对元素试验进行数值模拟,证明了所提模型的性能和有效性。
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引用次数: 0
Study on the dynamic characteristics of geogrids combined with rubber particles reinforced with calcareous sand 研究橡胶颗粒加固钙质砂土工格栅的动态特性
IF 5.6 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-15 DOI: 10.1007/s11440-024-02368-y
Junli Gao, Guoliang Zhu, Jiajun Wang, Yan Yang, Yuqi Li

Reinforced calcareous sand is increasingly recognized as a promising roadbed filler. This study evaluated the effects of different reinforcement methods, rubber content, dynamic stress amplitude, and loading frequency on calcareous sand through stress controlled undrained triaxial tests, and studied the dynamic characteristics and particle crushing of reinforced calcareous sand. The results showed that geogrid reinforcement increased the occurrence of particle fragmentation in calcareous sand and had the ability to resist deformation of rubber–calcareous sand mixtures, but the addition of rubber retarded particle fragmentation. In the case of geogrid reinforcement, the increase in rubber particle content from 0 to 10% corresponded to a 23.9% decrease in relative particle fragmentation. In the case with rubber particle reinforcement only, after 1000 cumulative loading cycles, the cumulative axial strain of the specimens increased 2.9 times when the rubber content was increased from 10 to 30%; the cumulative axial strain increased 60.7% when the amplitude of the dynamic stress was increased from 40 to 80 kPa; and the cumulative axial strain decreased 1.7% when the loading frequency was increased from 0.5 to 2 Hz, from 2.46 to 1.825%. The results of the study can provide reference and guidance for practical engineering.

加筋钙质砂作为一种有前途的路基填料正日益得到认可。本研究通过应力控制不排水三轴试验,评估了不同加固方法、橡胶含量、动态应力幅值和加载频率对钙质砂的影响,并研究了加固钙质砂的动态特性和颗粒破碎情况。结果表明,土工格栅加固增加了钙质砂中颗粒破碎的发生率,并具有抵抗橡胶-钙质砂混合物变形的能力,但橡胶的加入延缓了颗粒破碎。在土工格栅加固的情况下,橡胶颗粒含量从 0 增加到 10%,相对颗粒破碎率减少了 23.9%。在仅使用橡胶颗粒加固的情况下,经过 1000 次累积加载循环后,当橡胶含量从 10% 增加到 30% 时,试样的累积轴向应变增加了 2.9 倍;当动应力振幅从 40 kPa 增加到 80 kPa 时,累积轴向应变增加了 60.7%;当加载频率从 0.5 Hz 增加到 2 Hz 时,累积轴向应变从 2.46% 减少到 1.825%,减少了 1.7%。研究结果可为实际工程提供参考和指导。
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引用次数: 0
Free strain consolidation of soft ground improved by stone columns under time-dependent loading considering smear effects 考虑涂抹效应,在随时间变化的荷载作用下,用石柱改善软土地基的自由应变固结效果
IF 5.7 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-13 DOI: 10.1007/s11440-024-02366-0
Yang Liu, Peichen Wu, Jian-Hua Yin, Jun-Jie Zheng

This paper presents a consolidation model for stone column-reinforced soft ground subjected to time-dependent loading under free strain condition. Smear effects and three types of loadings, namely, constant loading, ramp loading, and sinusoidal loading, are considered in the developed consolidation model, which is solved by a numerical method based on a partial differential equation solver. The applicability of the proposed consolidation model and the reliability of the numerical method are demonstrated and verified by well-predicting the consolidation behaviors of two practical engineering cases and one laboratory experiment. The verified model and the numerical method are then employed to investigate the effects of smear zone and time-dependent loading on consolidation characteristics of stone column-improved soft ground. The results indicate that the excess pore water pressure undergoes a sharp change at the interface between the smear zone and the undisturbed zone due to smear effects. The smaller the range of the smear zone, the faster the settlement of the composite foundation develops. The faster the loading rate, the faster the dissipation of excess pore water pressure and the faster the settlement develops. In addition, for the foundation subjected to sinusoidal loading, the higher loading frequency results in a larger amplitude corresponding to the excess pore water pressure and a smaller amplitude corresponding to the settlement of the soil.

本文提出了一种在自由应变条件下承受随时间变化的荷载的石柱加固软土地基的固结模型。所建立的固结模型考虑了涂抹效应和三种加载类型,即恒定加载、斜坡加载和正弦加载,并通过基于偏微分方程求解器的数值方法进行了求解。通过很好地预测两个实际工程案例和一个实验室实验的固结行为,证明并验证了所提出固结模型的适用性和数值方法的可靠性。然后,利用验证的模型和数值方法研究了涂抹带和随时间变化的荷载对石柱改良软土地基固结特性的影响。结果表明,由于涂抹效应,过剩孔隙水压力在涂抹区和未扰动区交界处发生急剧变化。涂抹区的范围越小,复合地基的沉降速度就越快。加载速度越快,多余的孔隙水压力消散越快,沉降发展也越快。此外,对于承受正弦加载的地基,加载频率越高,过剩孔隙水压力对应的振幅越大,而土壤沉降对应的振幅越小。
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引用次数: 0
Coupled hydro-mechanical hypoplastic model for partially saturated soils under monotonic and cyclic loading 单调荷载和循环荷载下部分饱和土壤的水力机械耦合低塑性模型
IF 5.6 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-12 DOI: 10.1007/s11440-024-02371-3
M. Pico, D. Mašín, W. Fuentes

Numerous geotechnical applications are significantly influenced by changes of moisture conditions, such as energy geostructures, nuclear waste disposal storage, embankments, landslides, and pavements. Additionally, the escalating impacts of climate change have started to amplify the influence of severe seasonal variations on the performance of foundations. These scenarios induce thermo-hydro-mechanical loads in the soil that can also vary in a cyclic manner. Robust constitutive numerical models are essential to analyze such behaviors. This article proposes an extended hypoplastic constitutive model capable of predicting the behavior of partially saturated fine-grained soils under monotonic and cyclic loading. The proposed model was developed through a hierarchical procedure that integrates existing features for accounting large strain behavior, asymptotic states, and small strain stiffness effects, and considers the dependency of strain accumulation rate on the number of cycles. To achieve this, the earlier formulation by Wong and Mašín (CG 61:355–369, 2014) was enhanced with the Improvement of the intergranular strain (ISI) concept proposed by Duque et al. (AG 15:3593–3604, 2020), extended with a new modification to predict the increase in soil stiffness with suction under cyclic loading. Furthermore, the water retention curve was modified with a new formulation proposed by Svoboda et al. (AG 18:3193–3211, 2023), which reproduces the nonlinear dependency of the degree of saturation on suction. The model’s capabilities were examined using experimental results on a completely decomposed tuff subjected to monotonic and cyclic loading under different saturation ranges. The comparison between experimental measurements and numerical predictions suggests that the model reasonably captures the monotonic and cyclic behavior of fine-grained soil under partially saturated conditions. Some limitations of the extended model are as well remarked.

许多岩土工程应用都会受到湿度条件变化的严重影响,例如能源土工结构、核废料处置库、堤坝、滑坡和路面。此外,气候变化的影响日益加剧,已开始扩大严重季节变化对地基性能的影响。这些情况会在土壤中产生热-水-机械荷载,这些荷载也会以周期性的方式变化。稳健的构成数值模型对分析此类行为至关重要。本文提出了一种扩展的低塑性构造模型,能够预测部分饱和细粒土在单调和循环荷载下的行为。所提出的模型是通过一个分层程序开发的,该程序整合了现有的大应变行为、渐近状态和小应变刚度效应等特征,并考虑了应变累积率与循环次数的关系。为此,Wong 和 Mašín(CG 61:355-369,2014 年)采用 Duque 等人(AG 15:3593-3604,2020 年)提出的粒间应变(ISI)概念进行了改进,并进行了新的扩展,以预测循环加载下土壤刚度随吸力的增加而增加。此外,Svoboda 等人(AG 18:3193-3211,2023 年)提出的新公式对保水曲线进行了修改,再现了饱和度对吸力的非线性依赖关系。在不同饱和度范围内,对完全分解的凝灰岩进行单调和循环加载的实验结果检验了该模型的能力。实验测量结果与数值预测结果的对比表明,该模型合理地捕捉到了细粒土在部分饱和条件下的单调和循环行为。同时也指出了扩展模型的一些局限性。
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引用次数: 0
Strain energy dissipation during liquefaction of fibre-reinforced sand under undrained cyclic triaxial loading 不排水循环三轴加载下纤维增强砂液化过程中的应变能耗散
IF 5.7 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-11 DOI: 10.1007/s11440-024-02360-6
Xidong Zhang, Adrian R. Russell, Xiaoqiang Dong

Mixing discrete flexible fibres into sand may improve its liquefaction resistance during cyclic loading. Here, the benefits are demonstrated by performing undrained cyclic triaxial tests on fibre-reinforced samples in very loose and loose states. The development of a liquified state may be delayed when fibres are present. Here, the strain energy dissipation during loading, and liquefaction development, is focused on. The results show that strain energy continuously dissipates as undrained cyclic loading proceeds. The capacity energy, which coincides with a double amplitude axial strain of 5% or the unity of excess pore pressure ratio (({r}_{u})), whichever occurs first, is increased by the inclusion of fibres. Under the two-way symmetrical cyclic loading, with a cyclic stress ratio of 0.2, the inclusion of fibres with a fibre content of 0.5% leads to the capacity energies of the samples in very loose and loose states increasing by 86.8 and 158.8%, respectively. The generation of pore pressure is closely related to the dissipated energy. The fibres alter the liquefaction responses of a sand skeleton in ways that depend on the applied loading conditions, and this depends on the extent to which the fibres are mobilized in tension during loading. When unities of ({r}_{u}) are attained for fibre-reinforced sand samples, their states may vary greatly and remain far from liquefaction. A newly defined pore pressure ratio (({{r}_{u}}^{*})) proves to be a better indicator of liquefaction in fibre-reinforced sand. A possible energy-based method, intended for practical use to assess liquefaction resistance of fibre-reinforced sand, and the margin of safety against liquefaction, is also presented.

将离散柔性纤维混入砂中可提高砂在循环加载过程中的抗液化能力。在此,通过对非常松散和松散状态下的纤维增强样本进行不排水循环三轴试验,证明了这种方法的好处。纤维存在时,液化状态的发展可能会延迟。在此,重点讨论了加载过程中的应变能耗散和液化发展。结果表明,随着不排水循环加载的进行,应变能不断消散。在双幅轴向应变达到 5%或过剩孔隙压力比(({r}_{u}))达到统一(以先发生者为准)时,纤维的加入会增加容能。在循环应力比为 0.2 的双向对称循环加载条件下,加入纤维(纤维含量为 0.5%)后,样品在极松和松散状态下的承载能分别增加了 86.8% 和 158.8%。孔隙压力的产生与耗散的能量密切相关。纤维改变砂骨架液化反应的方式取决于所施加的加载条件,而这取决于加载过程中纤维在拉力作用下的移动程度。当纤维加固的砂样达到 ({r}_{u}/)的统一时,其状态可能会有很大的变化,并且离液化还很远。新定义的孔隙压力比 (({{r}_{u}}^{*})) 被证明是纤维增强砂液化的更好指标。此外,还提出了一种基于能量的可行方法,用于实际评估纤维加固砂土的抗液化能力以及防止液化的安全系数。
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引用次数: 0
Analysis of the effect of breakable particle corners on uplift pile–soil interaction behaviors in calcareous sand 可破碎颗粒边角对钙质砂中隆起桩-土相互作用行为的影响分析
IF 5.7 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-09 DOI: 10.1007/s11440-024-02367-z
Yu Peng, Zhen-Yu Yin, Fengchun Yang, Liming Qu, Xuanming Ding

The effect of breakable particle corners is often overlooked in research on pile–soil interaction, which hinders the understanding of the uplift pile behaviors in calcareous sand. This research examines the breakable corner effects on uplift pile–soil interaction in calcareous sand from macro to micro, through model tests and coupled discrete element method–finite difference method. Results revealed that compared to that in silica sand, the higher bearing capacity and relatively abrupt failure behavior of uplift piles in calcareous sands were attributed to the corner interlocking effect and corner breakage effect, respectively. The unstable load transmission along piles in calcareous sand was thoroughly explained by a coupled effect of corner interlocking and breakage. Furthermore, the reduction in effective contacts and alterations in soil skeletons were identified as critical factors contributing to the distinctive soil behaviors in calcareous sand. Moreover, the relative sliding distance of particles was found to be the key factor in determining the amount of corner breakages due to stress concentration at corners. Lastly, a positive feedback loop involving corner breakage effects was proposed, successfully explaining the distinctive phenomenon of uplift piles in calcareous sand. This study provides new perspectives to clarify distinctive pile–soil interaction behaviors in calcareous sand.

在桩土相互作用的研究中,可破碎颗粒边角的影响往往被忽视,这阻碍了对钙质砂中隆起桩行为的理解。本研究通过模型试验和离散元法-有限差分耦合法,从宏观到微观研究了可破碎角对钙质砂中隆起桩-土相互作用的影响。结果表明,与硅砂相比,钙质砂中的翘起桩具有更高的承载力和相对突然的破坏行为,这分别归因于边角交错效应和边角断裂效应。角交错和断裂的耦合效应彻底解释了石灰砂中不稳定的荷载沿桩的传递。此外,有效接触的减少和土壤骨架的改变也被认为是导致钙质砂土行为独特的关键因素。此外,研究还发现,颗粒的相对滑动距离是决定转角处应力集中导致转角破损量的关键因素。最后,研究还提出了一个涉及边角断裂效应的正反馈循环,成功解释了钙质砂土中桩身隆起的独特现象。这项研究为阐明钙质砂中独特的桩土相互作用行为提供了新的视角。
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引用次数: 0
Modelling and simulation of natural hydraulic fracturing applied to experiments on natural sandstone cores 应用于天然砂岩岩心实验的天然水力压裂建模和模拟
IF 5.7 1区 工程技术 Q1 ENGINEERING, GEOLOGICAL Pub Date : 2024-07-08 DOI: 10.1007/s11440-024-02351-7
Junxiang Wang, Alixa Sonntag, Dongwon Lee, Giovanna Xotta, Valentina A. Salomoni, Holger Steeb, Arndt Wagner, Wolfgang Ehlers

Under in-situ conditions, natural hydraulic fractures (NHF) can occur in permeable rock structures as a result of a rapid decrease of pore water accompanied by a local pressure regression. Obviously, these phenomena are of great interest for the geo-engineering community, as for instance in the framework of mining technologies. Compared to induced hydraulic fractures, NHF do not evolve under an increasing pore pressure resulting from pressing a fracking fluid in the underground but occur and evolve under local pore-pressure reductions resulting in tensile stresses in the rock material. The present contribution concerns the question under what quantitative circumstances NHF emerge and evolve. By this means, the novelty of this article results from the combination of numerical investigations based on the Theory of Porous Media with a tailored experimental protocol applied to saturated porous sandstone cylinders. The numerical investigations include both pre-existing and evolving fractures described by use of an embedded phase-field fracture model. Based on this procedure, representative mechanical and hydraulic loading scenarios are simulated that are in line with experimental investigations on low-permeable sandstone cylinders accomplished in the Porous Media Lab of the University of Stuttgart. The values of two parameters, the hydraulic conductivity of the sandstone and the critical energy release rate of the fracture model, have turned out essential for the occurrence of tensile fractures in the sandstone cores, where the latter is quantitatively estimated by a comparison of experimental and numerical results. This parameter can be taken as reference for further studies of in-situ NHF phenomena and experimental results.

在原位条件下,渗透性岩石结构中会出现天然水力裂缝(NHF),这是孔隙水迅速减少并伴随局部压力下降的结果。显然,地质工程界对这些现象非常感兴趣,例如在采矿技术框架内。与诱导水力裂缝相比,NHF 并不是在压裂液压入地下导致孔隙压力增加的情况下形成的,而是在局部孔隙压力降低导致岩石材料产生拉伸应力的情况下出现和形成的。本论文涉及的问题是在何种定量条件下出现和演化 NHF。因此,本文的创新之处在于将基于多孔介质理论的数值研究与应用于饱和多孔砂岩圆柱体的定制实验方案相结合。数值研究包括利用嵌入式相场断裂模型描述的原有断裂和演化断裂。根据这一程序,模拟了具有代表性的机械和水力加载情况,这些情况与斯图加特大学多孔介质实验室完成的低渗透砂岩圆柱体实验研究相一致。砂岩的水力传导率和断裂模型的临界能量释放率这两个参数的值对砂岩岩芯拉伸断裂的发生至关重要。该参数可作为进一步研究原位 NHF 现象和实验结果的参考。
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引用次数: 0
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Acta Geotechnica
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