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层状结构岩体顺层斜坡滑移-弯曲失稳计算探讨 总被引：4，自引：1，他引：4
中-陡倾顺层斜坡在下端被阻挡及嵌固时可能产生滑移-弯曲型结构变形与屈曲失稳,但以前失稳分析采用的力学模型的边界条件及变形形态对地质原型的符合性较为不足。因顺层斜坡上部平直段与下部屈曲段是一个连续的整体,弯曲段边界条件及变形形态的合理对正确建立挠曲线方程和临界屈曲失稳分析均非常重要。在分析了顺层斜坡地质原型变形形态的基础上,由考虑自重的阻滑端固定的斜置等厚弹性板梁模型,提出了以地质原型变形形态抽象出相应边界条件的分析方法,及理论上求解挠曲线的适定三阶微分方程。鉴于弯曲段长度可现场测知,以所分析的边界条件拟定了简便合理的、曲线形态能较好反映地质原型变形形态的多项式近似挠曲线。通过势能泛函的平衡稳定判断方法,滑移-弯曲破坏的临界条件得到确定,失稳临界弯曲长度计算式较符合工程实际。 相似文献
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《山地学报》2016,(1)
倾倒变形是层状边坡的一种主要变形破坏形式,在以往研究中,单面倾倒已研究较多而双面倾倒尚无研究成果。在充分研究金沙江某水电站左坝肩岩体双面倾倒变形特征基础上,对其形成机制进行了地质分析和数值模拟,揭示了双面倾倒岩体主要是在二次应力场作用下岩体沿片理面产生剪切错动、滑移、拉裂从而岩体产生弯曲或折断而形成的。其中顺倾边坡的倾倒变形始于坡脚,并以"滑移-倾倒"式逐渐向坡后发展,其倾倒扩展速率及倾倒深度明显小于反倾边坡;而反倾边坡初始倾倒位置不一定在坡脚,而是始于其最有利倾倒位置,该位置受初始坡形、所受应力及岩性组合等因素控制,并用数值模拟揭示了该水电站边坡初始倾倒位置在距坡脚约1/3坡高处,此后,当岩层倾角足够陡时,在该初始倾倒位置的上部岩层可表现出一定的"滑移-倾倒"性质,而该位置下部岩层则总是表现出"压致型"倾倒特征;无论顺倾还是反倾边坡,倾倒变形速率有从坡体中部附近向两端递减的趋势。 相似文献
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灌溉诱发突发性黄土滑坡机理研究 总被引：1，自引：0，他引：1
系统揭示黑方台突发性黄土滑坡物理力学机理,对滑坡防治具有重要的作用。自上世纪六十年代年黑方台常年的农业灌溉诱发了大量20~40 m厚的饱和突发性黄土滑坡。本研究在野外调查的基础上,通过分析滑坡的变形破坏特征,针对分布范围广、危害性较大的突发性黄土滑坡,利用室内GDS三轴试验和模型试验,分析研究了饱和黄土的应力应变特性及突发性黄土滑坡的力学机制。三轴试验结果表明,当围压小于300 kPa时,饱和黄土可产生完全液化,并处于流塑状态;当围压大于300 kPa时,饱和黄土仅产生部分液化,仍具有一定的抗剪强度。饱和黄土的应力—应变模式均表现为强烈的应变软化—剪缩型,并具有一定的稳态特性。模型试验表明突发性黄土滑坡的变形破坏过程可大致分为底部浸水饱和—毛细水上升—持续蠕动变形—突发性破坏4个阶段。斜坡发生突发性破坏时,孔隙水压力激增,但总应力仍大于孔隙水压力,黄土滑坡发生部分液化,饱和黄土仍具有一定的强度,为突发性黄土滑坡发生提供了应力和能量积累的力学条件。研究从有效应力原理的角度阐述了突发性黄土滑坡的力学机理,可以为滑坡的防治治理提供一定的理论依据。 相似文献
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已有研究结果表明,强度相对较低的软弱夹层会对地震波产生吸收或强化作用,在一定程度上控制了斜坡的地震动力响应及变形破坏特征。试验以振动台为研究手段,设计并完成含不同厚度水平软弱夹层的两个单面斜坡概念模型。通过记录斜坡模型的变形破坏过程,分析其动力响应特征。试验结果表明,斜坡模型的变形破坏与地震动力参数密切相关:1.模型在正弦波激振下较天然波变形明显;2.合成向ZX、水平单向X和竖直单向Z的激振下,变形程度依次减弱;3.随着激振强度增加,变形破坏愈明显。两模型的变形破坏均出现在坡体中上部,且最大破坏深度距坡顶约50 cm。含薄夹层斜坡的破坏范围分布于整个中上部,坡顶近1/2发生变形和滑移破坏,呈现出"拉裂-剪切-滑移-碎屑流化"破坏模式,而含厚夹层斜坡的破坏范围仅集中于软弱夹层以上坡肩以下,两侧未达坡体边缘的局部范围,形成浅表的"凹岩腔",呈现出"震裂-剥落"破坏模式。在相同的加载条件下,含薄夹层斜坡变形破坏先于含厚夹层斜坡。试验模拟再现了含水平软弱夹层斜坡在强震作用下的变形破坏规律,为地震诱发次生地质灾害的研究和防治提供了有力的依据。 相似文献
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软弱岩石在采矿工程当中给巷道支护与维护带来许多棘手的问题,深入探讨软弱岩石的受力变形与破坏机制和规律,对于确保围岩的稳定与安全拥有非常重要的意义。经过对软弱的泥岩所做的常规的三轴压缩实验,得到了不一样围压下,全应力与应变的关系曲线,以应力状态符合Mohr-Coulomb极限破坏为前提,创建软弱岩石屈服面的模型,用广义的黏聚力c与广义的内摩擦角?这两个状态参数表达。 相似文献
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从滑坡的地质环境入手,通过地质调研及测绘,分析曾家包包大型基岩滑坡的特征、控制因素及成因机制,并运用sama法及不平衡推理法、毕肖普法对滑坡稳定性极限平衡进行计算分析。在此基础上,对在现今应力场作用下滑坡的稳定性采用了有限元模拟,并对模拟的结果进行分析,得出在天然条件下曾家包包滑坡曾处于稳定状态,岩体中的软弱夹层经长期持续的地下水浸润软化逐渐泥化形成倾角上陡下缓的贯通性滑移面,在雨季降雨异常集中期,岩体排水不畅形成较高的空隙水压力,斜坡岩体就会沿滑移面发生顺层滑移,从而形成大型基岩滑坡。 相似文献
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绿洲灌区参考作物蒸散量的测算 总被引：2，自引：1，他引：1
参考作物蒸散量(ET0)是计算作物需水量的关键因子,目前计算ET0最准确的方法主要是FAO Penman-Monteith模型,但该模型需要大量的参数而在有些地区难以应用。为了寻求利用有限参数确定ET0的适用方法,将模拟蒸散仪（Simulated ETgage Atmometer）实测ET0值与FAO Penman-Monteith等7种常用的、参数需求不同的模型计算的ET0值进行了比较研究。结果表明:①模拟蒸散仪实测ET0值与FAO Penman-Monteith模型计算结果非常接近,说明绿洲灌区ET0可以用模拟蒸散仪直接测定,若参数齐全也可用FAO Penman-Monteith模型直接计算;②如果有效参数仅可满足Hargreaves模型计算需求,也可用该模型计算ET0,但在精确的灌溉设计和农田水量平衡测算中该模型计算的5—8月值需要降低5.2%;③建立了Jensen-Haise、FAO-17 Penman、FAO-24 Radiation等模型的修正模型,若有效参数仅能满足这些模型的计算需求,就可用这些修正模型准确计算试区ET0;④Makkink模型和Priestley-Taylor模型不能用于试区ET0的准确计算。 相似文献
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滑坡现场监测用的HA-1P数据测量仪 总被引：1，自引：0，他引：1
HA-1P数据测量仪可配接电阻应变计式传感器和电位计式传感器,用来测量倾斜、位移、沉降、挠度、转角、转矩、拉力、压力、应力应变、孔隙水压力和水位等参数,以监测滑坡动态和预报滑坡发生的时间、规模。 相似文献
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An investigation of periglacial slope stability in relation to soil properties based on physical modelling in the geotechnical centrifuge 总被引：3，自引：0，他引：3
Results are presented from eight scaled centrifuge modelling experiments designed to investigate mass movement processes on thawing ice-rich slopes. Four pairs of simple planar slope models were constructed, one in each pair being of sufficient gradient to promote slope failure during soil thaw and the second having a gradient below the threshold for instability. Four frost susceptible soils were used, three were normally consolidated and had different clay contents (2%, 12% and 20%) and the fourth comprised the 20% clay soil, but was over consolidated prior to model testing. Modelling protocols included freezing from the surface downwards under an open hydraulic system, and thawing from the surface downwards under an enhanced gravitational field within the geotechnical centrifuge, thereby utilising scaling laws to simulate correct prototype self weight stresses during thaw. Slopes below the stability threshold gradient were subjected to between 2 and 4 cycles of freezing and thawing, simulating annual cycles. Those above the stability threshold were subjected to only one cycle, since they failed during the first thaw phase. Thermal conditions, pore water pressures, surface movements, and profiles of displacement are reported. Measured pore pressures are used in slope stability analyses based on a simple planar infinite slope model. Profiles of solifluction shear strain and mechanisms of slope failure are both shown to be sensitive to small changes in soil properties, particularly clay content and stress history. In all cases, pore pressures rose rapidly immediately following thaw, remained below the threshold for failure in low gradient models, but exceeding the threshold to trigger landslides on steeper slopes. Upward seepage of melt water away from the thaw front contributed to loss of shear strength. Mechanisms of slope failure differed between test soils, ranging from mudflow in non-cohesive silt to active layer detachment sliding in over consolidated silt–clay. During solifluction, shear strain was greatest at the surface in non-cohesive silt and decreased rapidly with depth, but in test soils containing clay, the zone of maximum shear strain was located lower in the displacement profiles. 相似文献
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To model the creep behavior of frozen soils, three creep stages have to be reasonably described (i.e., primary, secondary and tertiary stages). Based on a series of uniaxial creep test results, three creep models were evaluated. It was shown that hypoplastic creep model has high prediction accuracy for both creep strain and strain rate in a wide stress range. The elementary rheological creep model can only be used for creep strains at low stress levels, because of the restraints of its mathematical construction. For the soft soil creep model, the progressive change from the primary to secondary and tertiary stages cannot be captured at high stress levels. Therefore, the elementary rheological and soft soil creep models can only be used for low stress levels without a tertiary stage; while the hypoplastic creep model is applicable at high stress levels with the three creep stages. 相似文献
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高切坡超前支护桩与坡体共同作用分析 总被引：5，自引：0，他引：5
针对高切坡施工常常导致边坡失稳破坏,诱发滑坡发生的现象,提出采用超前支护桩整治不稳定高切坡的设计理论。采用解藕方法研究了超前支护桩与开挖坡体之间的相互作用机制,其中高切坡开挖面采用弹性理论分析；超前支护桩采用可以考虑桩侧向土体屈服的弹塑性理论进行桩的内力理论解,根据两者之间荷载变形关系建立联系求解,为高切坡超前支护桩的设计提供依据。结果表明：桩土相互作用力大于常规主动土压力,与边坡开挖量、开挖高度、支护桩的刚度以及土体性质等因素密切相关。 相似文献
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Kirk Ellsworth Gerald Schubert Charles G. Sammis 《Geophysical Journal International》1985,83(1):199-213
Summary. We determine the variation of effective viscosity η across the lower mantle from models of the Gibb's free energy of activation G * and the adiabatic temperature profile. The variation of G * with depth is calculated using both an elastic strain energy model, in which G * is related to the seismic velocities, and a model which assumes G * is proportional to the melting temperature. The melting temperature is assumed to follow Lindemann's equation. The adiabatic temperature profile is calculated from a model for the density dependence of the Grüneisen parameter. Estimates of η depend on whether the lower mantle is a Newtonian or power law fluid. In the latter case separate estimates of η are obtained for flow with constant stress, constant strain rate, and constant strain energy dissipation rate. For G * based on the melting temperature, increases in η with depth range from a factor of about 100 for Newtonian deformation or power-law flow with constant stress to about 5 for non-Newtonian deformation with constant strain rate. For G * based on elastic defect energy, increases in η with depth range from a factor of about 1500 for Newtonian deformation or power-law flow with constant stress to about 10 for non-Newtonian deformation with constant strain rate. Among these models, only a non-Newtonian lower mantle convecting with constant strain rate or constant strain energy dissipation rate is consistent with recent estimates of mantle viscosity from post-glacial rebound and true polar wander data. 相似文献
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The deformation and strength characteristics of roadbed slope under seismic loading in permafrost regions are simulated numerically. The seismic response of roadbed at different positions and inclinati... 相似文献
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地震作用及其诱发的变形或滑坡常会使抗滑桩受力发生显著变化,为此,研究了地震作用下不同加固位置的抗滑桩的动力响应和边坡变形情况.试验分析表明:中桩位边坡坡顶变形比高桩位边坡坡顶变形大,但中桩位边坡坡脚堆积变形比高桩位边坡坡脚变形较小;在同样条件下中桩位抗滑桩的静力、动力弯矩小于高桩位抗滑桩相应位置的弯矩;地震结束后由于坡体震动残余变形较大,抗滑桩最终承担着震后残余弯矩,但高桩位抗滑桩的承载能力在震后仍然发挥较大.研究结果表明:高桩位加固位置可以有效发挥抗滑桩的抗弯承载能力,但中桩位可以有效抑制坡底坡脚变形. 相似文献
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A nonlinear interface structural damage model between ice crystal and frozen clay soil 总被引：1，自引：0，他引：1
The shear properties of ice-frozen soil interface are important when studying the constitutive model of frozen soil and slope stability in cold regions. In this research, a series of cryogenic direct shear tests for ice-frozen clay soil interface were conducted. Based on experimental results, a nonlinear interface structural damage model is proposed to describe the shear properties of ice-frozen clay soil interface. Firstly, the cementation and friction structural properties of frozen soil materials were analyzed, and a structural parameter of the ice-frozen clay soil interface is proposed based on the cryogenic direct shear test results. Secondly, a structural coefficient ratio is proposed to describe the structural development degree of ice-frozen clay soil interface under load, which is able to normalize the shear stress of ice-frozen clay soil interface,and the normalized data can be described by the Duncan-Chang model. Finally, the tangent stiffness of ice-frozen clay soil interface is calculated, which can be applied to the mechanics analysis of frozen soil. Also, the shear stress of ice-frozen clay soil interface calculated by the proposed model is compared with test results. 相似文献
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基于模糊数学的广东沿海陆地地质环境区划 总被引：5，自引：0，他引：5
针对广东沿海地震、水土流失、崩塌、滑坡、地裂缝、地面沉降、岩溶塌陷、软土地基形变等地质灾害发育历史与现状 ,从土地开发利用的风险与费用出发 ,构建了一套地质环境评价的指标体系 ,包括活动断裂、历史地震、地形起伏度、地形坡度、沟谷密度、水土流失程度、崩滑密度、地裂缝密度、土体承载力等。通过指标量化分级、指标赋权和构造隶属函数 ,构建了模糊数学综合评价模型 ,对广东沿海 190单元进行了运算 ,将广东沿海陆地地质环境划分五级 17个亚区 ,为广东沿海2 1世纪土地开发利用和防灾减灾等提供了决策依据。 相似文献