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Optimal design of shape of a working in cracked rock mass 裂隙岩体工作面形状优化设计
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.24.3.227
V. Mirsalimov
A criterion and a method for solving a problem on the prevention of mine working fracture under the action of tectonic and gravitational forces are offered. Based on minimal criterion, theoretical analysis of the definition of the optimal shape of working in the rock mass weakened by arbitrarily located rectilinear cracks was carried out. A closed system of algebraic equations allowing to minimize the stress state and stress intensity factors depending on mechanical and geometrical characteristics of the rock, is constructed. The relation between the shape of the working and the stress intensity factors and also location and sizes of the cracks is obtained. The found optimal shape of working increases load-bearing capacity of the rock.
提出了在构造力和重力作用下防止矿山工作破裂的准则和方法。基于最小准则,对任意位置的直线裂缝削弱岩体中最优工作形态的定义进行了理论分析。建立了一个封闭的代数方程组,允许根据岩石的力学和几何特性最小化应力状态和应力强度因子。得到了工件的形状与应力强度因子以及裂纹的位置和尺寸之间的关系。所发现的最佳工作形状增加了岩石的承载能力。
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引用次数: 0
Nonlinear flexibility-based beam element on Winkler-Pasternak foundation 基于Winkler-Pasternak基础的非线性柔性梁单元
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.24.4.371
Worathep Sae-Long, S. Limkatanyu, C. Hansapinyo, Woraphot Prachasaree, J. Rungamornrat, M. Kwon
A novel flexibility-based beam-foundation model for inelastic analyses of beams resting on foundation is presented in this paper. To model the deformability of supporting foundation media, the Winkler-Pasternak foundation model is adopted. Following the derivation of basic equations of the problem (strong form), the flexibility-based finite beam-foundation element (weak form) is formulated within the framework of the matrix virtual force principle. Through equilibrated force shape functions, the internal force fields are related to the element force degrees of freedom. Tonti's diagrams are adopted to present both strong and weak forms of the problem. Three numerical simulations are employed to assess validity and to show effectiveness of the proposed flexibility-based beam-foundation model. The first two simulations focus on elastic beam-foundation systems while the last simulation emphasizes on an inelastic beam-foundation system. The influences of the adopted foundation model to represent the underlying foundation medium are also discussed.
本文提出了一种新的基于柔度的梁-基础模型,用于基础梁的非弹性分析。为了模拟支撑地基介质的可变形性,采用了Winkler-Pasternak地基模型。在推导了问题的基本方程(强形式)的基础上,在矩阵虚力原理的框架下建立了基于柔度的有限梁-基础单元(弱形式)。通过平衡力形状函数,将内力场与单元力自由度联系起来。Tonti的图表被用来表示问题的强形式和弱形式。通过三个数值模拟来评估所提出的基于柔度的梁基础模型的有效性。前两个仿真集中于弹性梁基础系统,后一个仿真着重于非弹性梁基础系统。本文还讨论了所采用的基础模型对底层基础介质的影响。
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引用次数: 1
Estimation of tensile strength and moduli of a tension-compression bi-modular rock 拉压双模岩石抗拉强度和模量的估计
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.24.4.349
Jiong Wei, Jingren Zhou, Jae-Joon Song, Yulong Chen, P. Kulatilake
The Brazilian test has been widely used to determine the indirect tensile strength of rock, concrete and other brittle materials. The basic assumption for the calculation formula of Brazilian tensile strength is that the elastic moduli of rock are the same both in tension and compression. However, the fact is that the elastic moduli in tension and compression of most rocks are different. Thus, the formula of Brazilian tensile strength under the assumption of isotropy is unreasonable. In the present study, we conducted Brazilian tests on flat disk-shaped rock specimens and attached strain gauges at the center of the disc to measure the strains of rock. A tension-compression bi-modular model is proposed to interpret the data of the Brazilian test. The relations between the principal strains, principal stresses and the ratio of the compressive modulus to tensile modulus at the disc center are established. Thus, the tensile and compressive moduli as well as the correct tensile strength can be estimated simultaneously by the new formulas. It is found that the tensile and compressive moduli obtained using these formulas were in well agreement with the values obtained from the direct tension and compression tests. The formulas deduced from the Brazilian test based on the assumption of isotropy overestimated the tensile strength and tensile modulus and underestimated the compressive modulus. This work provides a new methodology to estimate tensile strength and moduli of rock simultaneously considering tension-compression bi-modularity.
巴西试验已被广泛用于确定岩石、混凝土和其他脆性材料的间接抗拉强度。巴西抗拉强度计算公式的基本假设是岩石在拉压作用下的弹性模量相同。然而,事实是,大多数岩石的拉伸和压缩弹性模量是不同的。因此,各向同性假设下的巴西抗拉强度公式是不合理的。在本研究中,我们对扁平的圆盘状岩石试样进行了巴西试验,并在圆盘中心附加应变片来测量岩石的应变。提出了一种拉压双模模型来解释巴西试验的数据。建立了圆盘中心主应变、主应力与压缩模量与拉伸模量之比之间的关系。因此,新公式可以同时估计出抗拉模量和抗压模量以及正确的抗拉强度。用这些公式计算得到的拉伸模量和压缩模量与直接拉伸和压缩试验结果吻合较好。基于各向同性假设的巴西试验推导出的公式高估了抗拉强度和抗拉模量,低估了抗压模量。该研究提供了一种考虑拉压双模性同时估计岩石抗拉强度和模量的新方法。
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引用次数: 1
Deformation and permeability evolution of coal during axial stress cyclic loading and unloading: An experimental study 煤在轴向应力循环加载与卸载过程中的变形与渗透演化实验研究
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.24.6.519
W. Kai, Guo Yangyang, Hao Xu, Dong Huzi, Feng-Lei Du, Qiming Huang
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引用次数: 11
Upper bound solution of collapse pressure and permanent displacement of 3D tunnel faces using the pseudo-dynamic method and the kinematic approach 用拟动力法和运动学方法求解三维巷道开挖面崩塌压力和永久位移的上界
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.25.6.521
Biao Zhang, Jinquan Jiang, Dao-bing Zhang, Ze Liu
This work presents seismic stability analysis of tunnel faces under three-dimensional (3D) conditions. To consider the temporal and spatial features of seismic force, the pseudo-dynamic approach was employed and incorporated into the 'horn-like' mechanism. According to the limit analysis method and the Hoek-Brown strength criterion, analytical solution of collapse pressure on tunnel faces was derived. The permanent displacement of tunnel face was then calculated by virtue of the Newmark method. The effects of the parameters of seismic force and Hoek-Brown strength criterion on collapse pressure and failure range of tunnel faces were analyzed. The relationship between the Hoek-Brown strength criterion parameters, the supporting force, and the yield acceleration was discussed. Moreover, the permanent displacements at the top, center, and bottom of tunnel faces under seismic effect were examined. This paper proposes a new idea for seismic stability analysis of tunnel faces.
本文介绍了三维(3D)条件下隧道面地震稳定性分析。为了考虑地震力的时空特征,采用了拟动力方法并将其纳入“角状”机制中。根据极限分析方法和Hoek-Brown强度准则,导出了巷道工作面崩塌压力的解析解。然后采用纽马克法计算巷道工作面永久位移。分析了地震力参数和Hoek-Brown强度准则对巷道工作面崩塌压力和破坏范围的影响。讨论了Hoek-Brown强度准则参数、支撑力与屈服加速度之间的关系。研究了地震作用下隧道顶板、中心和底部的永久位移。本文提出了一种新的隧道工作面地震稳定性分析思路。
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引用次数: 3
Pile-soil interaction determined by laterally loaded fixed head pile group 横向荷载固定头桩群确定桩土相互作用
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.26.1.013
Aysan Poorjafar, M. Esmaeili‐Falak, H. Katebi
This paper summarizes the results of small-scale laboratory modelling of pile behavior under lateral loading, considering the parameters such as short or long, single or group, spacing and rigidity or flexibility of piles. The head of piles was fixedly connected to the cap. In addition, the PIV method has been used to examine the effect of the mentioned parameters on the failure mechanism and pile-soil interaction more accurately. The results show that the short piles have a rigid movement, the displacement of the surrounding soil has occurred along the total length of the pile and the piles rotate around a point but the long piles have a flexible movement at the part of the pile length. It seems that the group effect be more obvious for long piles than short piles. Also, the effective depth of total soil displacement vectors around the trail pile is more than the lead one in long pile group, while this depth for trail pile is less than the lead pile in short pile group. Due to the sharper angles of total displacement vectors around the trail pile, the intensity of soil shear strains around the trail pile is greater than the lead pile.
本文总结了考虑短桩或长桩、单桩或群桩、桩间距、桩的刚度或柔性等参数的横向荷载作用下桩的小尺度室内模拟结果。桩头与承台固定连接。此外,采用PIV法更准确地考察了上述参数对破坏机制和桩土相互作用的影响。结果表明:短桩具有刚性运动,桩身土体沿桩身总长度方向发生位移,桩身围绕某一点发生旋转,而长桩在桩身部分发生柔性运动。群效应对于长桩比短桩更明显。长桩群中径桩周围土体总位移矢量的有效深度大于导桩,短桩群中径桩的有效深度小于导桩。由于径桩周围总位移矢量的角度更大,径桩周围土体剪切应变强度大于铅桩。
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引用次数: 21
Effect of underground stress transfer through artificial manipulation of particle size distribution 人为控制粒径分布对地下应力传递的影响
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.26.2.205
Zhen-Hua Xin, Jun-Ho Moon, Kab-Boo Kim, Changrok Kim, Young-Uk Kim
To maintain the stability of built structures, engineers employ various methods to increase ground strength. One such method is to exert mutual physical force upon a structure, thereby stabilizing it without external reinforcement. Typical examples include the stone mastic asphalt method and torsional structured stonework. By simulating a structural phenomenon, it is possible to increase the ground's strength simply by manipulating the distribution and spatial arrangement of soil particles; soil composed of two differently sized particles satisfying a specific ratio does not separate easily. The jamming of soil particles utilizes Plato
为了保持建筑结构的稳定性,工程师们采用各种方法来增加地面强度。其中一种方法是在结构上施加相互的物理力,从而使其在没有外部加固的情况下稳定下来。典型的例子包括石膏层沥青法和扭转结构石工。通过模拟结构现象,可以简单地通过操纵土壤颗粒的分布和空间排列来增加地面的强度;由满足一定比例的两种不同大小的颗粒组成的土壤不易分离。土壤颗粒的干扰利用了柏拉图
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引用次数: 0
Establishing an opening size criterion in direct shear test using DEM Simulation 利用DEM模拟建立直剪试验开孔尺寸准则
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.26.2.147
Byeong-Su Kim
Direct shear test has been widely used to examine the shear strength of geomaterials because of the simplicity of the testing method and apparatus. Three factors significantly affect the accuracy of the experimental results of direct shear tests, namely (1) the type of direct shear apparatus, (2) the specimen size (scale effect), and (3) the opening size between shear boxes. This study focused on the Threshold Line (TL), which is obtained based on experimental tests, as a guideline for setting the opening size between the shear boxes. The validity of the TL was examined using distinct element method (DEM) 3D simulations from the following four perspectives: the first and second perspectives investigated the influence of the mean particle size and particle size distribution for mean particle sizes larger than 0.8 mm. In the third perspective, the scale effect of the specimens for fixed and varying D:H ratios of the shear box to reduce the shear box size was examined. Lastly, in the fourth perspective, the validity of using the TL to determine the appropriate opening size for the samples with a mean particle size smaller than 0.8 mm was also examined based on the Threshold Point (TP). For each case, the results of the TPs obtained from the DEM simulations agreed well with those of the TL. These findings suggest that the TL is valid and the TL relational equation can be used for setting the opening size between the shear boxes in the direct shear test regardless of saturated and unsaturated soils.
直剪试验由于其试验方法和装置简单,已广泛用于土工材料抗剪强度的检测。影响直剪试验结果准确性的因素有三个,即:(1)直剪仪的类型,(2)试件尺寸(尺度效应),(3)剪切箱间开孔尺寸。本文研究的重点是根据实验测试得出的阈值线(TL)作为剪切箱间开孔尺寸设置的指导。采用离散元法(DEM)三维模拟,从以下四个角度验证了TL的有效性:第一个和第二个角度研究了平均粒径和粒径分布对平均粒径大于0.8 mm的影响。在第三个角度,研究了固定和改变剪切箱的D:H比以减小剪切箱尺寸的试件的尺度效应。最后,在第四个角度,基于阈值点(TP),还检验了使用TL来确定平均粒径小于0.8 mm的样品的适当开口尺寸的有效性。在两种情况下,DEM模拟得到的tp值与TL值吻合较好,表明TL值是有效的,且TL关系方程可用于确定饱和和非饱和土直剪试验中剪切箱之间的开孔尺寸。
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引用次数: 0
Seismic earth pressure on embankment gravity retaining wall with nonuniform slope 非均匀边坡路堤重力挡土墙地震土压力研究
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.26.5.415
Hong-lue Qu, Deng Yuanyuan, Qindi Hu, H. Xue, Wang Chenxu
According to the results of a survey of retaining structures damaged by the Wenchuan earthquake, the damage to gravity retaining walls accounted for 97.1% of the total damage to retaining walls. Among gravity retaining structures, embankment gravity retaining walls with nonuniform slopes are more prone to be disturbed under seismic conditions. However, relatively few studies have been performed to calculate the seismic earth pressure on such structures. In this study, a simplified approach is presented to calculate the seismic earth pressure on embankment gravity retaining walls with nonuniform slopes. In the proposed approach, the equations are derived based on the primary assumptions of the Mononobe–Okabe theory and the limit equilibrium state of the quadrilateral slip soil wedge. To verify the applicability of the proposed approach, a large-scale shaking-table test was conducted to obtain the distribution of the seismic earth pressure, the magnitude of earth pressure resultant force, the resultant force action point, and slip surface of an embankment gravity retaining wall with a nonuniform slope, under various peak ground accelerations. A comparison indicates that the calculated results were in agreement with the experimental results, implying that the proposed approach is valid for calculating the seismic earth pressure on embankment gravity retaining walls with nonuniform slopes.
根据对汶川地震破坏的挡土墙结构的调查结果,重力式挡土墙的破坏占挡土墙总破坏的97.1%。在重力挡土墙结构中,边坡不均匀的路堤重力挡土墙在地震作用下更容易受到扰动。然而,计算此类结构的地震土压力的研究相对较少。本文提出了一种计算非均匀边坡路堤重力挡土墙地震土压力的简化方法。在该方法中,基于Mononobe-Okabe理论的基本假设和四边形滑坡体的极限平衡状态推导出了方程。为验证该方法的适用性,进行了大型振动台试验,得到了不同峰值地面加速度作用下非均匀坡度路堤重力挡土墙的地震土压力分布、土压力合力大小、合力作用点及滑移面。计算结果与试验结果吻合较好,表明本文方法对非均匀坡度路堤重力挡土墙地震土压力计算是有效的。
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引用次数: 2
Experimental study of the evolution of pore water pressure and total stresses during and after the deposition of slurried backfill 浆体充填体沉积过程及沉积后孔隙水压力及总应力演化的实验研究
IF 3.2 3区 工程技术 Q2 ENGINEERING, CIVIL Pub Date : 2021-01-01 DOI: 10.12989/GAE.2021.26.5.499
El Mustapha Jaouhara, Jian Zheng, Li Li
Mining backfill is increasingly used in underground mines to fill stopes. Its successful application depends on the stability of barricades built to retain the backfill in stopes. The design of barricades requires a good estimation of pore water pressure (PWP) and total stresses during and after the deposition. On this regard, a large number of works have been published on analytical and numerical solutions. There are however very few experimental results with simultaneous measurements of PWP as well as horizontal and vertical total stresses that can be used to validate or calibrate the analytical and numerical solutions. For a specific project, field measurements are interesting in terms of representativeness to field conditions, but the results are very difficult to be correctly interpreted because the treated problem can involve a large number of uncertainties and the obtained results are due to combined effects of several influencing factors. Laboratory tests with simplified and well-controlled conditions are thus preferred. Until now, however, the most previous laboratory tests were conducted with dry backfill or with a tailings slurry instantaneously poured in a confining structure without simultaneous measurements of PWP as well as horizontal and vertical total stresses. Studies on the effects of filling rate and solid content of backfill on the variation of PWP and total stresses during the filling operation are absent. To fill these gaps, a series of column backfilling tests were conducted with simultaneous measurements of PWP as well as vertical and horizontal total stresses during and after the deposition of slurried backfill. When the filling rate is high, the test results showed that the PWP, horizontal and vertical total stresses increase at the same rate and equal to the iso-geostatic overburden pressure during the deposition of backfill slurry. Their peak values appear at the end of deposition. The backfill thus behaves like a liquid with little generation of effective stresses during the deposition. High filling rate and/or high solid content lead to high PWP and horizontal total stresses at the end of deposition. When the filling rate is small, the PWP and total stresses exhibit also peak values at the end of filling operation, but the vertical total stress at the center can continue increasing with time after the end of deposition due to the suspended sensor and occurrence of a phenomenon known as stress shielding effect. The results also showed that the settlement of settled backfill after the end of slurry deposition can generally exhibits a fast evolution rate stage, followed by a slow evolution rate stage. The duration of the fast evolution rate stage and the final settlement of the settled backfill increase as the solid content decreases. The final settlement after the end of slurry deposition is related to the solid content, not to the filling rate.
采矿充填体越来越多地用于地下矿山充填采场。它的成功应用取决于为保留采场充填体而建造的路障的稳定性。障碍物的设计需要很好地估计孔隙水压力(PWP)和沉积期间和之后的总应力。在这方面,已经发表了大量关于解析解和数值解的著作。然而,同时测量PWP以及水平和垂直总应力的实验结果很少,可以用来验证或校准解析和数值解。对于一个具体的项目,实地测量在实地条件的代表性方面是有趣的,但结果很难正确解释,因为所处理的问题可能涉及大量的不确定性,所获得的结果是由于几个影响因素的综合作用。因此,简化和良好控制条件的实验室测试是首选。然而,到目前为止,之前的大多数实验室测试都是用干充填体或在围合结构中立即倒入尾矿浆进行的,没有同时测量PWP以及水平和垂直总应力。充填率和充填体固含量对充填过程中PWP和总应力变化的影响研究尚缺乏。为了填补这些空白,进行了一系列柱式回填试验,同时测量了水泥浆充填期间和沉积后的PWP以及垂直和水平总应力。当充填率较高时,试验结果表明:充填浆沉积过程中,PWP、水平总应力和垂直总应力均以相同的速率增大,且均等于等地静力覆盖层压力;它们的峰值出现在沉积结束时。因此,充填体在沉积过程中表现得像一种很少产生有效应力的液体。高填充率和/或高固体含量导致沉积结束时的高PWP和水平总应力。当充填速率较小时,PWP和总应力在充填结束时也出现峰值,但由于传感器的悬浮和应力屏蔽效应的存在,沉积结束后中心的垂直总应力随时间继续增大。研究结果还表明,浆体沉降结束后,充填体沉降总体上呈现快速演化速率阶段,其次是缓慢演化速率阶段。随着固体含量的降低,充填体快速演化速率阶段持续时间和最终沉降量增加。料浆沉降结束后的最终沉降与固含量有关,而与充填率无关。
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引用次数: 0
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Geomechanics and Engineering
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