滑坡滑带土抗剪强度的确定方法

滑坡滑带土的抗剪强度在滑坡稳定性计算和抗滑工程设计中是一个重要的参数。其值正确与否,影响着滑坡验算和抗滑设施的安全,由此而引起人们的极大关注。本文主要概述滑带土强度参数的某些确定方法和指标选择问题,供同行们参考。有关滑带土残余强度的详细论述巳有专文,此处略作提及。     

半成岩大型滑坡机制和滑速分析

近年来,我们调查研究了西北地区半成岩灾害性滑坡。研究结果表明,灾害性滑坡的形成和高速原因涉及到滑坡的形成环境、滑面形成机制、滑带土剧滑时的性状以及势能释放性质等问题。现就滑面形成机制与滑坡高速成因间的关系作如下探讨。 一、滑坡形成环境 我国西北半干旱半成岩分布区频繁发生灾害性滑坡的区域地质环境,具有以下特点。 (一) 地层     

贵州省贵定县定东小学滑坡特征及稳定性分析

通过勘查贵定县定东小学滑坡区,查清定东小学滑坡体基本特征,分析其滑体、滑面、滑床及滑坡边界条件。通过岩石力学实际值、经验值等比选出适当的参数,对定东小学滑坡体稳定性进行验算。评价滑坡体在饱和状态和天然状态下的稳定性,最终选取经济合理的防治方案。     

石佛寺滑坡稳定影响因素敏感性分析

滑坡稳定性受多种因素影响,研究滑坡稳定系数与各因素之间的关系,找出主导因素,对于优化滑坡综合整治措施具有指导意义。本文对影响石佛寺滑坡稳定的滑带参数及地下水进行了敏感性分析,结果表明滑带土的内摩擦角和地下水位是影响滑坡稳定性最显著的两个因素,地表截排水和滑坡体内排水是滑坡治理优先考虑的措施。     

土质滑坡滑带土取样方法的新尝试

土质滑坡勘查中,滑带土的取样工作极其重要。能否高质量地采取滑带土样,关系到室内试验的准确性,而试验结果又是滑坡稳定性评价和滑坡治理工程设计的重要依据,试验结果稍有偏差,就可能对滑坡稳定性作出不同的结论,计算出滑坡推力也相差很大。所以,高质量采集滑带土样是做好试验的前提条件,是正确勘察、评价滑坡的重要环节。 由于土质滑坡活动的特殊性,滑带土厚度一般很薄,根所我们对数十个滑坡的调查统计,滑带土厚度大多在几毫米到几厘米,正在活动或者活动时间不久的滑坡,其滑带土大部份为软塑状的粘土、粉质粘土,受滑动碾磨,颗粒很细。滑带土厚度薄、力学性质软弱的特点使取样工作难度极大。 按照常规取样方法,从钻孔中取样试验几乎不大可能,一是钻孔口径的限制使取出的样品数量不够,常规钻孔的口径在100mm上下,不能满足剪切试验土样的数量要求;二是受钻进方法的制约,如果用回转干钻,钻头摩擦生热常常使岩心固结失水,取出的岩心已经干硬,加之岩心之间的相对同心转动,滑带土常常被破坏,失去了实验意义。如果用大口径冲击钻进,能相对较好地保存岩心的原始状态,但这种钻进方法又常常受地层制约,遇到块碎石土时难以钻进。 根据实践经验,在探坑和浅井中对滑动面的揭露比较直观,勘探效果比钻孔理想,这种     

武隆鸡尾山滑坡滑带软岩微观结构与流变特性

利用理学DMAX-3C衍射仪(CuKa,Ni滤光)、偏光显微镜、扫描电镜(SEM)、岩石直接剪切蠕变试验系统等对武隆鸡尾山滑坡滑带软岩进行矿物成分、岩性鉴定并分析构造和组分,自然风干和饱水后两种状况的显微结构观察,并对其流变特性进行试验研究。其结果为:软弱带方解石含量占68%、有机质13%、滑石9%、蒙脱石5%、石英4%、白云石1%,滑动面的镜面物质没有变化。显微结构测试结果表明:自然风干后在扫描电镜下,样品中出现大量的线型擦痕、微孔隙和微裂隙,粘土矿物呈定向排列。充分饱水后试样出现新的微裂纹,并有扩张现象,孔隙明显增大,也较好的吻合了该滑坡滑动的一些基本事实。对直剪流变试验与快剪试验获得的抗剪强度参数相比较发现,前者的长期抗剪强度有显著降低,摩擦系数降低31.53%,凝聚力降低37.61%,且凝聚力对剪切流变特性的影响高于内摩擦系数。这些试验结果与野外对滑坡的调查结果相吻合,促进了对滑坡的机理研究;滑带软岩的微观结构及流变力学性质是该滑坡发生蠕滑效应的重要因素。     

佛山市顺德区飞鹅山Ⅲ号滑坡形成机理与防治技术

采用工程地质钻探、物探、地质测绘及室内试验等技术方法探讨飞鹅山Ⅲ号滑坡形成机理与防治技术。结果表明：1）滑坡体主要岩性为泥质粉砂岩,飞鹅山滑坡属于新形成的深层中型牵引式滑坡,在平面上呈圈椅状。2）滑坡属于双层滑面滑坡,主滑面以中型深层滑坡为主,主滑体上部发育中型中厚层滑坡。3）滑坡产生的原因为：①泥质粉砂岩倾向与坡向基本一致,且岩层倾角为中等倾角;②人工开挖使坡脚形成高陡临空面,抗滑力大为降低;③雨水沿层面及节理裂隙入渗至坡体深部,大大增加岩土体容重,同时泥质粉砂岩遇水软化,抗剪强度显著降低。4）结合该滑坡区地质环境条件,采用坡面削坡+锚杆（索）+格构梁+双排预应力锚拉抗滑桩+三维网植草绿化+截排水+毛石挡墙的综合治理方法进行防治,监测结果显示该滑坡变形及位移已得到有效控制,整治效果良好。     

用强度折减法和FLAC^3D计算边坡的安全系数

对采用强度折减法和FLAC^3D计算边坡的安全系数问题进行了研究。对边坡破坏的判断标准、边坡滑面位置的确定及计算参数对安全系数计算结果的影响进行了分析。结果表明，用FLAC计算时，边坡的破坏可以通过节点最大不平衡力突变、节点最大速度突变、特定点位移的不收敛等特征进行判断，同时边坡破坏的滑面也可以由速度等值线图等方法表示出来。另外，通过分析发现，弹性常数、剪胀角等参数对安全系数计算结果的影响不大。     

单排微型桩加固碎石土滑坡物理模型试验

微型桩因其自身优势被广泛使用,但有关其抗滑机理的理论研究相对较少.首先对模型桩的力学特性进了标定试验,获得其弹塑性工作阶段的弹性模量,分别为0.69×104 MPa和0.04×104 MPa;再通过不同桩间距下单排微型桩加固碎石土滑坡室内模型试验,研究微型桩抗滑机理.试验结果表明:不同桩间距下单排微型桩桩后土压力主要集中在滑面以上1/3桩身范围内;桩间距较小,土拱效应越明显,微型桩抗滑失效的最大临界弯矩越大,微型桩能承受的滑坡推力越大,抗滑效果越好.     

鱼洞河滑坡稳定性三维极限平衡分析

结合三维极限稳定性评价算法，选取一定的参数对鱼油河滑坡整体滑体，下段滑体和东边湾次级滑体在不同地下水位情况下的稳定性系数进行计算，结果表明鱼油河滑坡整体沿底滑带滑动时，最小稳定系数为1．130，下段滑体最小稳定数为1．121，基本反映该滑体稳定状况良好。东边湾次级滑体稳定性系数在1．0左右，稳定性较差，有可能在一定的外界条件作用下产生再次滑动。     

溃屈型滑坡滑动面特征及滑带土强度参数的关联性分析

论证了溃屈型滑坡顺层滑带和切层滑带形成条件、物质组成、破坏方式的差异性以及强度参数的差异性,并用力学理论证明了这类滑坡滑动面顺层和切层滑带强度参数的关联性,其结论为工程实例应用证实。     

金龙山地区斜坡滑动优势面分析

据优势面分析原理和方法,对金龙山地区斜坡各种结构面所作的优势面分析结果显示:浅层强风化岩体中顺坡向剪切裂隙,是控制浅层顺层滑坡发生发展的滑动优势面;深层弱风化岩体中粘土岩风化软弱夹层、斜坡上段拉张裂隙与斜坡下段顺坡向剪切裂隙三者相组合,是控制深层顺层滑坡发生的滑动优势面。当地受滑动优势面控制的滑坡变形破坏模式有:浅层为蠕滑—拉裂,深层为滑移—弯曲。     

The Lochiel Landslip,South Australia

The Lochiel Landslip is a large mass movement involving the downslope slide of about 0.25 x 10⁶ tonnes of quartzite. The slippage took place along bedding planes lubricated by attenuated interbeds and lenses of montmorillonite and late in a very wet winter. All the evidence points to the slip having formed very quickly during the early hours of 9 August 1974, though the main tension crack began to open some weeks earlier. Many tension cracks have since developed upslope from and laterally (northwards) along the adjacent hillside, but so far, and despite several wet winters, there has been no extension of the Landslip.     

Neotectonics and Quaternary geology of the Hunter Mountain fault zone and Saline Valley region,southeastern California

The Hunter Mountain fault zone strikes northwesterly, is right-lateral strike-slip, and kinematically links the northern Panamint Valley fault zone to the southern Saline Valley fault zone. The most recent displacement of the fault is recorded in the offset of Holocene deposits along the entire length of the fault zone. Right-lateral offsets of drainage channels within Grapevine Canyon reach up to 50 to 60 m. Initial incision of the offset channels is interpreted on the basis of geomorphic and climatic considerations to have occurred approximately 15 ka. The 50 to 60 m of offset during 15 ka corresponds to a right-lateral fault slip rate of 3.3–4.0 mm/year within Grapevine Canyon. Further to the north along the Nelson Range front, the fault is composed of two sub-parallel fault strands and the fault begins to show an increased normal component of motion. A channel margin that is incised into a Holocene surface that is between 10 and 128 ka in age is offset 16–20 m, which yields a broad minimum bound on the lateral slip rate of 0.125–2.0 mm/year. The best preserved single-event displacements recorded in Holocene deposits range from 1.5 to 2.5 m. In addition to faulting within Grapevine Canyon and the main rangefront fault along the southwest edge of Saline Valley, there also exist normal fault strands within the Valley that strike northeasterly and towards Eureka Valley. The northeasterly striking normal faults in the Valley appear to be actively transferring dextral slip from the Hunter Mountain fault zone north and east onto the Furnace Creek fault zone. Separations on northerly trending, normal faults within Saline Valley yield estimates of slip rates in the hundredths of millimeters per year.     

Catastrophic mass movement of 1998 monsoons at Malpa in Kali Valley, Kumaun Himalaya (India)

A devastating landslide on 18 August 1998 near Malpa Village in Kali Valley of Higher Kumaun Himalaya killed 221 persons. The landslide was a complex rock fall–debris flow. The mass movement generated around one million cubic metres of debris and partially blocked the Kali River, Malpa Gad (a tributary of Kali) being blocked completely. The rock mass failed primarily due to the near vertical slopes hanging over the valley along joints, the formation of structural wedges along the free face, the sheared rock mass due to the close proximity of major tectonic planes, and the enhanced pore–water pressure due to prolonged heavy precipitation in the preceding days. The mesoscopic shear zone, exhibiting ramp and flat structure in quartzites, shows a southward thrust movement that might have generated shear stress in the rocks. The slide clearly demonstrates the distressed state of the rock mass in the Himalayan region due to the ongoing northward drift of the Indian plate.     

莲花山断裂带汕尾段韧性剪切带浅层滑塌特征与成因机制

深汕特别合作区是莲花山断裂带的主要展布区,2条大型韧性剪切带从深汕区南北两侧穿过。2015年以来,区内韧性剪切带内（简称“带内”）产生了大量的浅表滑塌,发生密度远高于周边山体。因为深汕特别合作区地质灾害风险区划的需要,有必要查明带内浅层滑塌的特征与分布规律,分析其成因机制,预测其发展变化趋势。文章通过地面调查与遥感解译,查明了带内浅层滑塌的单体规模为小型,滑塌主要沿基岩面产生,滑塌体主要是土体与全风化岩体;利用信息量模型分析浅层滑塌规律,得出滑塌密度与韧性变形程度（强烈→中等→弱）、距脆性断裂的距离（近→远）、地形坡度（高→低）呈正相关,其分布密度与地貌单元、坡向、原岩类型、斜坡类型也有较强的关联。结合区域地质、勘探、气象等资料,分析得出带内浅层滑塌是在以剪切为主的多期构造作用影响形成的较弱本底条件下,在山区地块现今缓慢上升的背景下,在台风迭加暴雨的诱发下产生的,其发展变化具有迁移性、自愈性、扩展性的特点;带内斜坡在经历了2015年“彩虹”台风期间普遍性滑塌事件后,产生浅层破坏的敏感性下降,需要较长时间孕育才能进入下一次爆发期。     

209国道许家湾滑坡的成因及治理对策

结合许家湾滑坡灾害点的地质背景资料和现场勘察结果，从滑坡区的地貌、区域地质构造、地层岩性、土壤特性、水文地质特征以及人类工程活动等方面分析滑坡成因机制。指出同向多层次结构的边坡类型、山高坡陡及地表水汇集走廊的地貌特征、发育多组密集节理的区域地质构造、软硬互层的地层岩性、土体的残余强度特性等是滑坡形成的内因；而人为削坡、强降雨和破坏植被营造水耕梯田等人类活动所造成的流水浸蚀，是滑坡形成的诱发空子。基于滑坡稳定性的定量计算，确定了采用抗滑挡土墙、格构式地梁和垫梁组成抗滑系统，并布置了由树枝笼渗沟构成的排水系统等工程治理措施。现场监测结果表明滑坡治理措施卓有成效。     

The role of soil processes in determining mechanisms of slope failure and hillslope development in a humid-tropical forest eastern Puerto Rico

Translational failures, with associated downslope earthflow components and shallow slides, appear to be the primary mechanism of hillslope denudation in the humid tropical forests of the mountains of eastern Puerto Rico. In-situ weathering of quartz diorite and marine-deposited volcaniclastics produces residual soil (saprolite; up to 21 m deep) / weathered rock profiles. Discontinuous zones of contrasting density and permeability particularly in quartz-diorite slopes at 0.5 m, and between 3 and 7 m, create both pathways and impedances for water that can result in excess pore pressures and, ultimately, aid in determining the location of failure planes and magnitudes of slope failures. In combination with relict fractures which create planes of weakness within the saprolite, and the potential significance of tensile stresses in the upper zone of saprolite (hypothesized to be caused by subsurface soil creep), shear failure can then occur during or after periods of heavy rainfall.Results of in-situ shear-strength testing show negative y-intercepts on the derived Mohr-Coulomb failure envelopes (approximately 50% of all tests) that are interpreted as apparent tensile stresses. Observation of tension cracks 1–2 m deep support the test data. Subsurface soil creep can cause extension of the soil and the development of tensile stresses along upper-slope segments. Shear-strength data support this hypothesis for both geologic types. Apparent values of maximum and mean tensile stress are greatest along upper slopes (16.5 and 6.29 kPa). Previously documented maximum rates of downslope movement coincided with local minima of shear strength, and the shear-strength minimum for all tests was located near 0.5 m below land surface, the shallow zone of contrasting permeabilities. These results indicate that subsurface soil creep, a slow semi-continuous process, may exert a profound influence on rapid, shallow slope failures in saprolitic soils.Data indicate that cove slopes in quartz diorite tend to be the most unstable when saturation levels reach 75%. Deep failures (7 m deep) appear the most critical but not the most frequent because pore pressure build-up will occur more rapidly in the upper perched zone of translocated clays before reaching the lower zone between 3 and 7 m. Frequent shallow failures could reduce the probability of deeper failures by removing overburden and reducing shear stress at depth. Deep failures are more likely to result from storm events of great duration and intensity.Sixty-six ‘naturally occurring’ and more than 100 ‘road-related’ landslides were mapped. Forest elevations exceed 1000 m, but the majority of these failures were found between 600 and 800 m in elevation. This appears to be the area where there is sufficient concentration of subsurface water to result in excess pore pressures. The high percentage of slope failures in the 600–800-m range, relative to the percentage at higher elevations, suggests that differences in soil-water processes are responsible for the form of these mountain slopes. Steep linear segments are maintained at higher elevations. Slope angles are reduced in the 600–800-m range by frequent shallow slides, creating a largely concave surface. In combination, slope segments above 800 m, and those between 600 and 800 m, produce the characteristic form of the mountains of eastern Puerto Rico.