Integrated simulation and monitoring to analyze failure mechanism of the anti-dip layered slope with soft and hard rock interbedding

The significant difference between the mechanical properties of soft rock and hard rock results in the complexity of the failure mode of the anti-dip layered slope with soft and hard rock interbedding.In order to reveal the landslide mechanism,taking the north slope of Fushun West Open-pit Mine as an example,this paper analyzed the failure mechanism of different landslides with monitoring and field surveys,and simulated the evolution of landslides.The study indicated that when the green mudstone(hard rock)of the anti-dip slope contains siltized intercalations(soft rock),the existence of weak layers not only aggravates the toppling deformation of anti-dip layered slope with high dip,but also causes the shear failure of anti-dip layered slope with stable low dip.The shear failure including subsidence induced sliding and wedge failure mainly exists in the unloading zone of the slope.Its failure depth and failure time were far less than that of toppling failure.In terms of the development characteristics of deformation,toppling deformation has the long-term and progressive characteristics,but shear failure deformation has the abrupt and transient characteristics.This study has deepened the understanding of such slope landslide mechanism,and can provide reference for similar engineering.

Investigation of the block toppling evolution of a layered model slope by centrifuge test and discrete element modeling

Primary toppling usually occurs in layered rock slopes with large anti-dip angles.In this paper,the block toppling evolution was explored using a large-scale centrifuge system.Each block column in the layered model slope was made of cement mortar.Some artificial cracks perpendicular to the block column were prefabricated.Strain gages,displacement gages,and high-speed camera measurements were employed to monitor the deformation and failure processes of the model slope.The centrifuge test results show that the block toppling evolution can be divided into seven stages,i.e.layer compression,formation of major tensile crack,reverse bending of the block column,closure of major tensile crack,strong bending of the block column,formation of failure zone,and complete failure.Block toppling is characterized by sudden large deformation and occurs in stages.The wedge-shaped cracks in the model incline towards the slope.Experimental observations show that block toppling is mainly caused by bending failure rather than by shear failure.The tensile strength also plays a key factor in the evolution of block toppling.The simulation results from discrete element method(DEM)is in line with the testing results.Tensile stress exists at the backside of rock column during toppling deformation.Stress concentration results in the fragmented rock column and its degree is the most significant at the slope toe.

Dynamic response and failure process of horizontal-layered fractured structure rock slope under strong earthquake

Rock slope with horizontal-layered fractured structure(HLFS)has high stability in its natural state.However,a strong earthquake can induce rock fissure expansion,ultimately leading to slope failure.In this study,the dynamic response,failure mode,and spectral characteristics of rock slope with HLFS under strong earthquake conditions were investigated based on the large-scale shaking table model test.On this basis,multiple sets of numerical calculation models were further established by UDEC discrete element program.Five influencing factors were considered in the parametric study of numerical simulations,including slope height,slope angle,bedding-plane spacing and secondary joint spacing as well as bedrock dip angle.The results showed that the failure process of rock slope with HLFS under earthquake action is mainly divided into four phases,i.e.,the tensile crack of the slope shoulder joints and shear dislocation at the top bedding plane,the extension of vertical joint cracks and increase of shear displacement,the formation of step-through sliding surfaces and the instability,and finally collapse of fractured rock mass.The acceleration response of slopes exhibits elevation amplification effect and surface effect.Numerical simulations indicate that the seismic stability of slopes with HLFS exhibits a negative correlation with slope height and angle,but a positive correlation with bedding-plane spacing,joint spacing,and bedrock dip angle.The results of this study can provide a reference for seismic stability evaluation of weathered rock slopes.

Analysis of blasting vibration signal of high steep anti-dip layered rock slope

Blasting is one of the most economical and efficient mining methods in open-pit mine production.However,behind the huge benefits,it poses a hidden threat to the quality of slope rock mass,stability of slope,and safety of nearby buildings.In order to explore the influence of blasting vibration on the stability of anti-dip layered rock slopes,herein,the site near the large-scale toppling failure area of Changshanhao gold mine stope of Inner Mongolia Taiping Mining Co.,Ltd.was selected for on-site blasting test and monitoring.The Peak Particle Velocity(PPV)measured at the monitoring point is located on the lower side of the maximum allowable vibration velocity curve that is prepared based on the allowable speed standard evaluation chart in the full frequency domain established by standards practiced in various countries such as German DIN4150,the USBM RI 8507,and Chinese GB6722-2014.This indicates that the blasting vibration has less influence on the location of the monitoring point.The vibration signals obtained in the blasting test were analyzed using the wavelet packet theory,and it was concluded that the blasting vibration signals measured in the anti-dip layered rock slope were mainly concentrated in two frequency bands of 0-80 Hz and 115-160 Hz.The sum of energy of the two frequency bands accounted for more than 99%,wherein,the energy contained in the 0-80 Hz frequency band accounted for more than 85%of the monitoring signals.The vibration signal with 0-80 Hz frequency band monitored at the slope toe was selected for the energy attenuation analysis.The results showed that the energy attenuation decreased in radial,vertical,and tangential directions.Further,the Energy Attenuation Rate per Meter(EARPM)was calculated.In conjunction with the site characteristics analysis,it was found that the energy attenuation rate was significantly affected by the rock mass characteristics of the structural plane.The slope reinforcement project can effectively reduce the absorption of vibration energy by the slope and increase slope stability.

Effect of slope gradient on the subsurface water flow velocity of sand layer profile

Subsurface water flow velocity influences the hydrodynamic characteristics of soil seepage and the interaction between subsurface water flow and surface runoff during soil erosion and sediment transport.A visualized method and equipment was adopted in this study to observe the subsurface water flow.Quartz sand was used as the test material of subsurface water flow and fluorescent dye was used as the indicator for tracing subsurface water flow.Water was supplied at the same flow discharge to the three parts at the bottom of the test flume,and the subsurface water flow were determined with four slope gradients(4°,8°,10°,and 12°).The results showed that the seepage velocity gradually increased with increasing slope gradient.The pore water velocity at different depths of sand layer profile increased with increasing slope gradient,whereas the thickness of the flow front gradually decreased.For the same slope gradient,the pore water velocity in the lower layer was the largest,whereas the thickness of the flow front was the smallest.Comparative analysis of the relationship between seepage velocity and pore water velocity at different depths of sand layer profile showed that the maximum relative difference between the measured pore water velocity and the computational pore water velocity at different depths of sand profile in the experiment was 4.38%.Thus,the test method for measuring the subsurface water flow velocity of sand layer profile adopted in this study was effective and feasible.The development of this experiment and the exploration of research methods would lay a good test foundation for future studies on the variation law of subsurface water flow velocity and the determination of flow velocity in purple soils,thus contributing to the improvement of the hydrodynamic mechanism of purple soils.

Coupling action of rainfall and vehicle loads impact on the stability of loess slopes based on the iso-water content layer

To clarify the changes in slope stability of loess slopes under the coupling action of rainfall and vehicle loads.Experiments with different water contents under different environmental conditions were carried out indoors,and the relationship function between water content and shear strength parameters was obtained;based on Geostudio,an equivalent layered calculation model of water content-strength parameters of loess slope was established,the variation law of soil sample matrix suction with volumetric water content was measured by volumetric pressure plate tester.Finally,by using a combination of finite element analysis of saturated/unsatu-rated seepage and limit equilibrium analysis of slope stability,the SLOPE/W module in the modeling software GeoStudio is used to calculate and analyze the effects of vehicle loads,rainfall intensity,rainfall duration,and other working conditions on the stability of loess slopes,respectively.The results show that when the lane is in the middle of the slope,the vehicle load parameters have little effect on the uphill stability,but have a greater impact on the downhill;With the increase in rainfall,the change curves of the slope safety coefficient gradually overlap when the vehicle loads are four-axis,five-axis,and six-axis.This shows that when studying the change of slope safety factor under the dual influence of vehicle loads and rainfall,rainfall is the main cause of slope stability;The change rate of slope safety factor increases gradually with the increase of rainfall,and the change trends of the upper,lower and overall parts of the slope are similar.

Fault characteristics and control on hydrocarbon accumulation of middle-shallow layers in the slope zone of Mahu sag, Junggar Basin, NW China

The development, evolution and formation mechanism of faults and their control on the migration and accumulation of Mesozoic oil and gas in the middle-shallow layers of the slope zone of Mahu sag were studied by the interpretation of seismic and drilling data. Two types of faults, normal and strike-slip, are developed in the middle-shallow layers of the slope zone of the Mahu sag and they are mostly active in the Yanshanian period. They are divided into four grade faults: The grade I strike-slip faults with NWW to near EW direction are related to the left-lateral transpressive fault zones in the northwest of Junggar Basin since the end of the Triassic. The grade II faults with NE to NNE direction are the normal faults located at the junction of the fault zone and the slope zone, and their formation is related to the extension at the top of the nose-like structures in the fault zone. The grade III faults, which are also the normal faults, are the result of the extension at the top of the lower uplifts in the slope zone and differential compaction. The grade IV faults with NE direction are normal faults, which may be related to the extension environment at the tip of the lower uplifts. Faults not only are the channel for the vertical migration of oil and gas, but also control the oil-gas accumulation. There are two types of oil-gas reservoirs in the middle-shallow layers of slope zone of Mahu sag: fault block reservoirs and fault-lithologic reservoirs. They have large traps and promising exploration potential.

Effect of the frozen layer on the stability of cut soil slopes during seasonal freezing and thawing

Research on the stability of soil slopes in seasonally frozen regions has mainly focused on slope failures during the thawing window.There are few studies on slope stability during the freezing window and its subsequent influence on slope failure in the next thawing window.In this paper,soil strength was tested during freezing and thawing to obtain temperature-dependent strength parameters for the simulation of slope stability.Then,the slope's temperature field over an entire year was accurately simulated so that characteristics of the frozen layer could be determined at any time.Based on the above results,the progressive failure modes of frozen soil slopes are discussed.The results show that:1)during the freezing window,depth of the frozen soil layer increases,as does the slope's safety factor,while a yield zone propagates towards the slope shoulder.(2)During the thawing window,the frozen soil layer shrinks in depth while the yield zone continuously expands,which decreases the safety factor.Comprehensive analysis of these results indicate that the frozen layer provides a“toe-locking effect”that increases the safety factor during the freezing window,while it also provides a“dragging effect”that propagates the yield zone towards the slope shoulder.During the thawing window,the“toe-locking effect”gradually diminishes;a continuous sliding surface is formed,which lead to a landslide.The frozen soil layer of the freezing window accelerates the slope sliding in the thawing window.

地震作用下含弱层顺向坡响应规律分析

以抚顺西露天矿南帮含弱层顺向坡作为参考原型,利用FLAC3D软件模拟实际地震动及地震动输入、斜坡模型的边界条件、岩体参数以及网格模型划分,对含弱层顺向坡进行数值模拟计算,通过监测点的加速度和速度探讨含弱层顺向坡在地震作用下的响应规律。研究结果表明:(1)地震作用下对于含单一弱层斜坡响应特征起到决定性的影响因素是弱层的厚度,在地震荷载作用下影响斜坡的稳定程度要大于单一弱层倾角的影响。(2)通过弱层与斜坡坡面的相交部位监测点2#在水平方向速度可以得出,厚度对于X方向的速度大小影响程度较大。(3)对于地震作用下双弱层特性斜坡的响应规律分析时,弱层与斜坡相交部位的破坏响应规律会随着坡高的增大而有所变化,双弱层监测点3#的加速度幅值变化及速度变化程度均比双弱层监测点2#明显。地震作用下顺向坡的响应规律与含有弱层的倾角、厚度和弱层的数量位置有关,在对斜坡的治理与防护的过程中应当充分考虑地震与弱层特性的耦合作用对斜坡稳定性的影响。

SSA-MLP模型在岩质边坡稳定性预测中的应用

岩质边坡的力学参数量化及稳定性分析对岩质边坡灾害的防治具有重要意义。Hoek-Brown(H B)准则是一种用于确定岩体力学参数的经典方法,能反映出边坡岩体变形和位移的非线性破坏特征。在此基础上,首先,提出一种麻雀搜索算法(Sparrow Search Algorithm,SSA)改进多层感知器(Multi-Layer Perceptron,MLP)的神经网络模型,并用于边坡稳定性预测、指标敏感性分析及参数反演。其次,将收集的1085组岩质边坡的几何参数和H B准则参数等作为输入变量,极限平衡理论Bishop法求解的安全系数作为输出变量,对SSA MLP模型进行训练学习和性能评估。最后,将该模型运用于25个边坡实例,验证模型的有效性。结果显示,该模型收敛速度快、精度高,为边坡稳定性分析和参数量化提供了一种新思路。

供水工程新近系红层区斜坡深层变形破坏模式分析

针对新近系红层区斜坡变形破坏模式认识不足的问题,通过对以往工程区斜坡破坏现象的调查分析,寻找已有深层破坏形成的滑坡体,反分析滑坡体破坏前原始斜坡地质结构模型,并建立典型斜坡深层破坏模式,根据变形体主要工程地质条件,建立红层斜坡变形体的三维数值模型,分析其在天然、地震及降雨等条件下的稳定性。结果表明,通过建立的新近系地层不同岩段区斜坡深层破坏模式,识别出新近系地层区供水工程20#支线沿线有一个大型深层破坏斜坡变形体。该斜坡变形体在降雨条件下的稳定性较差。

隧道爆破作用下堆积层边坡稳定性的耦合数值分析

隧道施工爆破荷载会对地表边坡产生较大的动力扰动,加上堆积层边坡自身稳定性较差,极易形成堆积层滑坡、隧道塌方等工程事故。以渝湘高速樵坪山隧道工程为背景,结合CT扫描技术和PFC中clump命令,建立土石混合体颗粒流堆积层边坡数值模型并开展动三轴试验对堆积体模型的力学参数进行标定,运用FLAC^(3D)-PFC^(3D)耦合分析方法研究隧道开挖爆破作用下不同堆积层厚度边坡的稳定性。结果表明,在爆炸应力波的作用下,随着堆积层厚度从0.25倍隧道跨径增加至1.0倍时,堆积层颗粒速度减少4倍左右且颗粒松动范围几乎消失,颗粒沉降量从2 cm缓慢降至1 cm后保持稳定,颗粒间粘结与张拉力链比值从2.2迅速增加至4.5,此后颗粒间的张拉破坏作用较小,颗粒间不易发生滑移,堆积层稳定性较好;在超过1.0倍隧道跨径后,爆破产生的塑性区面积基本呈对称分布,且接近于隧道横断面面积,塑性区位于基岩范围内且集中在拱顶和拱底附近;总体上,当堆积层厚度超过1.0倍隧道跨径后,可显著降低隧道开挖爆破对边坡的动力扰动影响,研究结果可为隧道洞口段的设计与施工提供理论依据。

地震作用下双层土质边坡稳定性上限分析

为探究地震作用对双层土质边坡稳定性的影响,基于极限分析上限理论,建立了地震作用下双层土质边坡旋转破坏机构。采用拟静力法简化地震荷载作用,推导了双层土质边坡安全系数表达式。分析土体黏聚力比、边坡坡角以及地震作用对双层土质边坡稳定性及其滑动面参数的影响。研究结果表明:在水平地震作用下,随着黏聚力比的增大,边坡安全系数呈非线性增大且潜在滑动面变浅;当水平地震作用增强时,边坡失稳破坏范围显著加大;随着竖向地震系数及黏聚力比的增大,边坡安全系数略微降低;水平地震作用增强时,竖向地震作用对边坡稳定性的影响逐渐增大,此时需要考虑竖向地震的影响。

细粗粒覆盖层对膨胀土边坡防渗效果数值研究

为了研究由一层细粒土层下覆一层粗粒土层组成的毛细阻滞护坡结构对膨胀土边坡防渗效果的影响,采用初应变法将膨胀土中湿度应力以类似温度应力场的形式施加到土体上,通过数值软件实现对膨胀土边坡吸湿膨胀的数值模拟,将等效塑性应变完全贯通作为边坡稳定性的判别准则。数值模拟结果表明:毛细阻滞护坡结构层形成强透水层,能有效防止降雨入渗,达到较好的护坡效果;0.5 m厚细粒土层+0.2 m厚粗粒土层组成的毛细阻滞结构护坡效果与1.5 m水泥改性土护坡结构相当。毛细阻滞生态护坡结构对膨胀土边坡有较好的护坡效果。研究成果可以为相关膨胀土边坡防护提供理论和设计依据。

岩土成层条件下抗滑桩计算的改进有限差分法

滑坡治理工程中抗滑桩可能布置于层状土层、层状岩层,或岩、土成层等各种地质条件下,现行规范对于该问题建议将成层地基按加权平均法换算成等效的当量地基系数,但对于地层差异性较大的岩土成层地基其适用性有待研究。为解决这一问题,基于Euler-Bernoulli梁理论建立抗滑桩受荷段、嵌固段整体受荷分析模型,采用改进有限差分法提出抗滑桩全桩内力求解的统一矩阵运算式,避免常规有限差分方法将桩身分为受荷段和嵌固段及利用滑面处连续性条件求解的复杂迭代过程;基于2个边坡工程抗滑桩治理案例,证明改进有限差分法对岩土成层条件下抗滑桩分析的可靠性,计算用时仅需1.2 s左右,相比已有方法进一步提高抗滑桩分析设计的计算效率。

古建筑压煤开采对斜坡上覆堆积层变形扰动影响研究

针对缓倾顺层斜坡上覆堆积层的采动稳定性与变形机理的研究,特别是从协调地下资源开采与地上文物古建筑安全防护视角出发的研究处在探索阶段。以山西省宝应寺斜坡堆积层为研究对象,基于地表动态监测与地质过程机制分析,结合数值模拟研究了堆积层稳定性与地表裂缝成因机制,并探讨优化了开采方式。研究表明:①长壁式地下开采是引起堆积层变形的诱因,堆积层软弱特性与斜坡软硬互层结构是其变形内因。堆积层下伏基岩变形模式为垂向挤压水平拉张,对堆积层变形具有放大效果,牵动其产生地裂缝。堆积层变形破坏机制为:坡下采空—覆岩弯曲—侧岩倾倒变形—下伏岩层应力集中—牵动拉裂;②堆积层裂缝分布在上坡方向采空区工作面端部附近,平面上近似平行,呈“之”字或锯齿状。地物裂缝较之地表裂缝数量更多、但规模更小,寺院建筑群受隐伏张性地裂缝影响致地基形变造成地面以上结构开裂;停采后监测期内,堆积体变形速率趋于收敛,残余变形消减,由变形移动转为基本稳定;③完全采空后,堆积层表现为以下错为主的拉张变形,剪应变显现,持续开采条件下堆积层变形程度将加剧。下伏基岩最大主应力增量达1080.75%,拉应力集中;④短壁房式开采留设区段煤柱利于减小堆积层变形。研究为认识地下资源开采扰动斜坡上覆堆积层变形破坏与寻求古建筑压煤开采文物保护解决方案提供了参考。

倾角变化条件下反倾层状斜坡倾倒变形演化研究

倾倒变形是反倾层状岩质边坡的一种典型破坏模式,为了研究不同岩层倾角对反倾层状岩质边坡倾倒变形的影响,以澜沧江上游古水水电站坝前倾倒变形体为原型,从岩层倾角变化的角度出发,利用大型土工离心机试验分析了反倾层状岩质边坡的失稳破坏过程、变形演化特征与最终失稳模式等。结果表明:①反倾层状斜坡的变形演化过程基本概括为岩层压密-坡脚压裂阶段、弯折面形成-部分失稳阶段和弯折面贯通-彻底失稳3个阶段,岩层倾角的改变并不会影响斜坡阶段性演化过程;②岩层倾角越大的斜坡,斜坡形成弯折面所需时间越短,失稳破坏发生后坡体贯通性倾倒破坏深度更大,对应的变形范围越大,折断岩层的破坏程度越剧烈;③岩层倾角变化会导致斜坡的倾倒变形过程与最终失稳模式存在一定差异。倾角较小的55°和70°模型斜坡前部岩层在重力作用下发生明显弯曲倾倒变形,最终以“倾倒-弯曲-滑移”的失稳模式发生破坏;倾角最大的85°斜坡岩层发生的弯曲变形较小,最终以“倾倒-折断-崩塌”的模式发生破坏。研究结果对大型工程项目的顺利开展具有一定指导意义。

1990—2022年天山北坡地区不同开垦年限耕层土壤盐分变化

近年来,随着频繁的土地利用变化和大量耕地的开垦,土壤盐渍化已成为导致天山北坡耕地质量退化、阻碍绿洲农业发展的环境因素。本研究基于翔实的调查数据资料、土壤实测数据和中国土地覆盖数据集(CLCD),比较传统插值模型和随机森林插值模型对耕层土壤(0~30 cm)含盐量插值的优缺点;选取精度最高的定量预测模型对天山北坡地区耕层土壤含盐量定量预测,得到耕层土壤含盐量分布变化特征;以空间换时间,将近30 a新开垦耕地耕层土壤含盐量进行比较,分析开垦年限对土壤含盐量的影响。结果表明:(1)与传统的插值方法相比,随机森林算法能够更准确地预测盐渍化土地的土壤盐分分布情况。(2)天山北坡地区,耕层土壤含盐量存在较大空间异质性,即高海拔地区土体中的盐分会随着径流的淋溶,在低海拔的河流下游尾闾或低洼区靠近沙漠一侧积聚。(3)随着开垦年限的延长,天山北坡地区耕层土壤含盐量总体呈现下降的趋势,且土壤盐渍化程度倾向于聚集在一个中等的水平上,趋向于平衡或“中心化”。本研究增进了对当前耕地盐渍化状况及从原始荒地开垦到耕地后耕层土壤盐分变化历程的理解。这为干旱区备用土地资源的开发、管理和有效利用提供了理论支撑,并为农业的持续发展提供了科学依据。

西湖凹陷木广迎地区断陷层地质结构与油气勘探意义

西湖凹陷是东海陆架盆地内规模最大的富油气凹陷,保俶斜坡带是凹陷内油气勘探的主要地区。近期勘探实践表明,斜坡带深层构造—岩性领域具有良好的勘探前景。开展斜坡带北部木广迎地区深部断陷层地质结构与油气勘探潜力分析,对于明确西湖凹陷构造—岩性领域下步有利突破方向具有重要意义。本文综合利用高精度三维地震和钻井资料,开展木广迎地区精细的构造和层位解释。根据解释结果进行埋藏史—热演化史模拟,并系统分析区内油气地质条件。研究表明,木广迎构造带整体表现为东倾斜坡,北部发育古新统厚度中心;区内发育走向为NE、NNE和NW向的3组断裂,多数断裂的主活动时期为古新世—始新世,活动强度逐渐减弱;木广迎地区现今古新统残留厚度为200~1500 m,暗色泥岩厚度为100~700 m,最厚可达700 m以上,其主体于宝石组沉积时期进入成熟阶段;宝石组内发育大套厚层砂岩,且物性较好,可作为有利储层。研究认为,木广迎地区发育良好的生—储—盖组合和有效的源—储配置,是西湖凹陷斜坡带构造—岩性领域勘探的有利方向。

基于变形的降雨后地震基覆型边坡劣化特性与机制研究

降雨地震多因素作用下基覆型边坡破坏模式的识别和评估具有重大工程意义。为研究降雨后地震作用下基覆型边坡的失稳演化机制,开展一组大型振动台模型试验,基于边坡土体空间变形特性和坡面位移特性识别和评估边坡的劣化模式,综合土体应力−应变特性、渗流场特性、地震动应力分布及边坡变形特性,对降雨后地震下边坡的变形演化机制进行探讨。结果表明:(1)降雨阶段,边坡坡顶与坡脚饱和度显著升高区强度劣化显著,但整体无明显变形;地震阶段,坡顶首先滑塌失稳,进一步演化为多级滑塌的整体失稳。(2)宏观破坏具有突发特征,边坡内部土体的空间应变分布特性能更好地识别边坡塑性区扩展−贯通−失稳的演化历程。(3)基于位移残余率分析的边坡失稳演化模式与土体空间应变演化特性结果吻合,相较于累积位移量对边坡损伤状态的识别更准确。(4)含水率变化影响土体力学特征,降雨后的渗流场分布影响边坡整体力学特性及地震动应力的传递及空间分布,土体力学特性和动应力空间特征决定边坡的破坏模式。