共查询到20条相似文献，搜索用时 31 毫秒
1.
江顶崖古滑坡位于甘肃舟曲白龙江左岸,区内地形地貌和地质构造复杂,多高山峡谷且河流纵坡降大,晚第四纪以来强烈活动的坪定—化马断裂带从区内通过,造成地层岩性极为破碎,古滑坡发育,且复活特征明显。在遥感解译和现场调查的基础上,对江顶崖古滑坡的发育特征和复活机理进行分析,认为江顶崖古滑坡堆积体方量为41×106～49×106m3,为在地质历史上形成的巨型古滑坡,位于坪定—化马断裂带及其次级断裂形成的断裂带内。根据滑坡不同位置和坡体结构特征,将江顶崖古滑坡共划分为古滑坡崩塌区、滑坡岩体变形区、古滑坡堆积区等3个大区,以及4个古滑坡复活区等7个区域,坡体内断错陡坎和拉裂缝极为发育。江顶崖古滑坡的中部复活区是主要变形和破坏区,1991年和2018年的复活区均位于该区域内,2018年复活滑坡体体积为480×104～550×104m3,为缓慢滑动的牵引式滑坡。江顶崖古滑坡复活机理复杂,在断裂活动和地震作用下形成的破碎岩土体和斜坡结构特征为滑坡复活提供了内因,强降雨作用增加了坡体自重并弱化了岩土体的力学强度,在暴雨期形成的强烈河流侵蚀作用进一步切割坡脚,从而诱发滑坡的复活;因此,江顶崖古滑坡是在内外动力耦合作用下形成的典型古滑坡复活案例。目前江顶崖古滑坡区域内的4个滑坡复活区仍处于蠕滑状态,在强降雨和河流侵蚀等作用下极可能再次发生复活,并造成堵江和毁坏国道等灾害事件。 相似文献
2.
雄巴古滑坡位于西藏贡觉金沙江右岸、金沙江活动构造带内,该区地形地貌和地质构造极为复杂,多高山峡谷且河流纵坡降大,岩体结构破碎,发育一系列大型、巨型古滑坡和斜坡变形体。通过遥感解译和现场调查,认为雄巴古滑坡堆积体方量为2.6×10 8~6.0×10 8 m 3,为地质历史上形成的巨型古滑坡。雄巴古滑坡在平面上有滑坡滑源区和滑坡堆积区2个大的区域,其中滑坡堆积区又分为相对稳定区和前缘强变形区。滑坡体上2个深孔钻探资料揭露雄巴古滑坡主要发育2级深层蠕变滑带,其中第一级滑带埋深51 m(ZK1孔)至55 m(ZK2孔),第二级滑带埋深101 m(ZK1孔)至115 m(ZK2孔),坡体内发育的深层承压水对斜坡稳定性影响较大。雄巴古滑坡的形成受地层岩性、断裂构造、降雨和河流侵蚀等作用影响强烈,目前仍处于深层蠕滑中;其深层“锁固段”对滑坡的稳定性起关键控制作用,但在降雨-地下水渗流、河流侵蚀和地震等因素作用下,该古滑坡潜在失稳可能性较大,并有形成堰塞金沙江、溃坝、洪水等灾害链的风险。 相似文献
3.
This case study paper is about a large rotational rock and earth slide—earth flow located in the Secchia River Valley, in the Northern Apennines of Italy, that has displayed multiple reactivation phases between 2002 and 2004. The main geological constraints of the mass movement are related to the overlap of flysch rock masses over clayey complexes that allows rock slides to take place in the source area. The disarrangement and weathering of rock masses following slope movements causes large amount of fine-grained debris to be accumulated on the slope and mobilised by earth sliding and flowing. Analysis of rainfall data at the onset of reactivation events has proved that they occurred after periods with cumulated values higher than the averages of the last 30 years. The quantification of the morphological modifications induced by these reactivations has been made possible by comparing pre- and post-event digital elevation models. Depletion and accumulation has been in the range of 30 m in different parts of the slope. In particular, an advancement of the landslide toe of more than 400 m, which caused a 30-m thick landslide tip to deposit, has been clearly seen. Monitoring data regarding subsurface movements and surface tension crack widening (tension cracks so large as to be properly described at trenches) has shown that sliding surfaces as deep as 43 m exist in the upper part of the landslide, while the accumulation lobe has moved by sliding and flowing over surfaces as deep as some 10 m. Velocities of cm/day have been recorded in the deep surfaces and in widening trenches of the source area, while the advancement of the accumulation lobe has been estimated as having velocities of up to 10 m/day. Groundwater in the landslide body has been observed at depths of 5–15 m in the upper areas, while it is estimated as being at the ground level in the toe. On this basis, it is concluded that the landslide still has a high potential for further development, both in the upper landslide zone and in the toe area. 相似文献
4.
受前期14 d持续累计350.6 mm降雨影响,2018年7月19日盐源玻璃村一巨型玄武岩古滑坡体发生大规模复活,复活体积为1 390×104 m3,损坏房屋186间,造成重大经济损失。基于现场调查、无人机航测、钻探揭露、物理力学试验及数值模拟分析,在查明滑坡体地质结构、失稳特征基础上,对其影响因素及复活机制进行了探讨。研究结果表明,破碎岩土体及地形地貌是滑坡复活的孕灾基础,持续降雨及其引起的地下水位升高是滑坡复活的诱发因素。复活滑坡可分为主滑区和侧滑区两种破坏模式不同的区域。降雨作用下滑坡体内渗流场明显变化,孔隙水压力增大,导致7月13日古滑坡体开始发生变形,稳定性系数逐渐降低。受微地貌约束,主滑区具有多级、多次失稳,渐进破坏的特点。侧滑区斜坡前缘临空条件受坡脚主滑坡控制,在主滑坡运动过程中,侧滑区坡体位移量、最大剪切应变增量逐渐增大,塑性区扩展,破坏过程表现出与主滑坡一定的关联性和滞后性。分析表明,受地下水长期影响,滑带土体强度逐渐削弱,降雨导致坡体渗流作用加剧,抗剪强度降低,从而诱发滑坡复活。 相似文献
5.
侧向剪切扰动诱发滑坡是一种新型滑坡类型,深入研究其成因机理,有助于开展滑坡预警工作。2012年6月29日6时20分左右,贵州省岑巩县思旸镇龙家坡山体发生大规模滑坡,300～400万 m 3岩土体失稳后堵塞坡下的马坡河,形成20余 m高的堰塞坝及库容达7万余 m 3的堰塞湖。笔者在对灾害现场进行详细地质调查的基础上,结合现场调绘、航拍、颗分试验等手段,对龙家坡滑坡的基本特征进行了分析研究,对滑坡发生及成灾原因进行了初步分析。结果表明:滑坡区风化破碎的厚层堆积体、有利的岩层倾向以及前缘临空是滑坡发生的基本条件;滑坡区南侧地下水径排区被堆填大量粉黏土弃渣,不仅为该区斜坡人为增加了巨大推力,还使该区斜坡地下水局部富集。在强降雨条件下,南侧堆积区首先发生滑动,其对主滑体的侧向剪切扰动作用带动主滑区大规模失稳破坏。由此,对这类侧向剪切扰动诱发的滑坡,在进行地质灾害调查和预警时,除了应调查其岩土体特征外,还必须查明其边界条件。 相似文献
6.
小浪底库区垣曲段近岸区地质环境条件比较复杂，库区近岸以崩塌、滑坡、黄土湿陷为主的地质灾害较为发育，水库蓄水升至275m水位后，必将引起库岸再造，库区水位以下岩土均被软化，引发水下崩塌、滑坡、沿河黄土岸坡也会不断崩塌后退，直接危及沿岸居民区及沿河工矿企业及公路的安全。文章总结了库区近岸各种类型地质灾害发育特征及其成因，通过对库区近岸崩塌、滑坡形成条件的分析，基本查明了区内崩塌，滑坡发育的基本规律，对库区环境地质问题进行了分区，并对主要居民区环境地质问题进行了评价，运用工程地质类比法及理论计算法，对主要居民区是否受到坍岸危害，进行了最终坍岸宽度计算，对区内环境和地质问题进行了预测，在对区内各主要居民点及库区近岸区环境地质条件分析后，提出了以勘查与治理，运用生物工程及灾情预估等内容的减灾防灾对策。 相似文献
7.
西藏易贡滑坡源区BH01、BH02与BH03斜坡体呈不稳定状, 严重威胁下游工程设施安全。为防控源区坡体再次高位滑动致灾, 亟待开展斜坡赋存的地质结构及变形趋势分析。文章基于2 m精度的Pleiades数字高程模型及地形影像, 厘定了定量地貌学、地质构造与滑坡学3方面证据, 确定易贡滑坡源区具有前缘叠瓦式逆冲断裂区单面山、逆冲断裂区块体、走滑断裂区块体、走滑断裂区北东向拉裂槽4个次级斜坡单元。现场地质调查发现源区坡体内发育倾向南东、南西两组主控结构面, 这两组结构面是滑坡前缘逆冲断裂、后缘走滑断裂渐进活动的结果。与山脊近直交的北东向拉裂槽可能与晚期东西伸展变形背景相关。研究认为在地质构造影响下, 易贡源区斜坡沿着北东向拉裂槽下延结构面呈现多级、多期次深层滑移, 具有岩质滑坡蠕滑-拉裂-剪断型滑动机制。依据源区拉裂缝扩展的深度判断, 源区BH02坡体具有潜在加速滑移风险, 且BH03坡体亦不稳定。 相似文献
8.
金沙江上游沃达滑坡自1985年开始出现变形,现今地表宏观变形迹象明显,存在进一步失稳滑动和堵江的风险。采用遥感解译、地面调查、工程地质钻探和综合监测等方法,分析了沃达滑坡空间结构和复活变形特征,阐明了滑坡潜在复活失稳模式,并采用经验公式计算分析了滑坡堵江危险性。结果表明:沃达滑坡为一特大型滑坡,体积约28.81×106 m3,推测其在晚更新世之前发生过大规模滑动;滑坡堆积体目前整体处于蠕滑变形阶段,局部处于加速变形阶段;复活变形范围主要集中在中前部,且呈现向后渐进变形破坏特征,复活区右侧变形比左侧强烈。滑坡存在浅层和深层两级滑面,平均埋深分别约15.0,25.5 m,相应地可能出现两种潜在失稳模式:滑坡强变形区沿浅层滑带滑动失稳时,形成的堵江堰塞坝高度约87.2 m;滑坡整体沿深层滑带滑动失稳时,形成的堵江堰塞坝高度约129.2 m。沃达滑坡存在形成滑坡-堵江-溃决-洪水链式灾害的危险性,建议进一步加强滑坡监测,针对性开展排水、加固等防治工程。 相似文献
9.
三峡库区木鱼包滑坡自2006年实施专业监测以来,一直持续变形,对三峡大坝工程和长江航道造成巨大威胁。通过多次野外地质调查资料、长期现场巡查、人工GPS位移监测数据、近1年的全自动监测数据等,深入分析该滑坡在库水涨落及降雨条件下的变形特征、演化规律及变形机制。结果表明,滑坡坡体结构、岩性及地质构造等地质因素控制了木鱼包滑坡的变形,库水位是主要的驱动因素。库水位上升过程中,库水位由145 m升到155 m左右,月位移量为最小值;动水压力向坡内,滑坡变形最小;库水位155 m上升至175 m期间,库水入渗前部坡体,对滑坡前部抗滑段形成浮托减重效应,变形有所增加。库水位由175 m下降到170 m左右,累积位移形成阶跃,坡受向坡外动水压力和浮托减重效应作用,月位移达最大值。库水位由170 m降到145 m期间,浮托减重效应作用减小,月位移量降低。目前,木鱼包滑坡变形趋势减小,产生大规模滑动的可能性较小,但须进一步加强监测和机制研究。 相似文献
10.
下伏采空区的缓倾斜坡,由于采空区大小、方位不同和斜坡结构特征的差异,多存在地表沉陷、拉裂、局部崩塌、滑坡等工程地质问题,常常会诱发大规模的地质灾害。马达岭滑坡发育于存在软弱夹层和煤层采空区的缓倾斜坡中,由采空区的破坏和降雨诱发形成,体积达190104m3。调查和分析表明,脆弱的地质结构和坡体下伏采空区的破坏是滑坡形成的主要原因,降雨的促进作用加速了滑坡的发生; 马达岭滑坡的破坏模式为塌落-拉裂-剪切滑移,滑坡的形成机制和发展过程可以分为以下3个阶段: 斜坡后缘拉裂阶段,滑面贯通阶段和滑坡整体破坏阶段。崩滑体崩解后顺着沟谷向下游流动,形成长1.5km的泥石流碎屑堆积区,淹没大量农田。 相似文献
11.
The Tochiyama landslide is one of several complex, deep-seated and large-scale landslides occurring in the Hokuriku Province in central Japan. The landslide is about 2 km long and about 500–1100 m wide; it occupies an area of approximately 150 ha and has a maximum depth of 60 m. The slide developed on a dip-slope structure, and is divisible into three layers in ascending order: older landslide debris and avalanche deposits, younger debris-avalanche deposits, and talus. The landslide complex is still active. A triangulation point on the upper part of the landslide shifted downhill by 3.3 m from 1907 to 1983, indicating an average rate of 4.3 cm/y. In 1991, the average rate of movement on the sliding surface was also 4.3 cm/y as measured by an automatic system with inclinometers installed in borehole No. 1–2. The rate measured for borehole No. 1–3, located 380 m upslope from No. 1–2, was over twice that of No. 1–2 for the same period; it has since accelerated to about 19 cm/y. Thus current movements on the basal sliding surface are inhomogeneous; the head of the slide complex is increasing the horizontal granular pressures on the lower part of the slide block. On the basis of dating of two tephra layers and14C dating of carbonized wood intercalated within the landslide body, two stages of slide movement have been distinguished. The earlier occurred between about 46,000 to 25,000 years ago, and the latter occurred since 1361 A.D. The following sequence of events is inferred. During the middle Pleistocene, intense tectonic movements occurred in the Hokuriku Province, and as a consequence dip-slopes were developed in the Tochiyama landslide area. Low-angle fault planes (possibly representing slump features) and fracture zones then developed within flysch deposits underlying the landslide area, causing a reduction in shear strength. The erosion base level was lowered during the Würm glacial age, and due to severe erosion and incision of stream valleys, the surface slope angle rapidly increased, and toe resistance decreased. This combination of causes led to the development of a deep-seated primary landslide. As a result of an accumulation of younger deposits, regional uplift and further local erosion, stability of parts of the region decreased and led to landslide activity of a second stage. Reactivated and locally accelerating creep movements occur today and may forewarn of a stage of reactivated, hazardous rapid sliding, such as occurred with the adjacent and analogous Maseguchi landslide in 1947. 相似文献
12.
Mass movements varying in type and size, some of which are periodically reactivated, affect the urban area of Avigliano. The disturbed and remoulded masses consist of sandy–silty or silty–clayey plastic material interbedded with stone fragments and conglomerate blocks. Five landslides that were markedly liable to rainfall-associated instability phenomena were selected. The relationships between landslides and rainfall were investigated using a hydrological and statistical model based on long-term series of daily rainfall data. The model was used to determine the return period of cumulative daily rainfall over 1–180 days. The resulting hydrological and statistical findings are discussed with the aim of identifying the rainfall duration most critical to landslides. The concept of a precipitation threshold was generalized by defining some probability classes of cumulative rainfall. These classes indicate the thresholds beyond which reactivation is likely to occur. The probability classes are defined according to the return period of the cumulative rainfall concomitant with landslide reactivation. 相似文献
13.
Photogrammetric analysis of aerial photographs is used to investigate morphological changes in two large landslides located adjacent to the active Marathias normal fault along the Gulf of Corinth, Greece. This E–W trending fault intersects at almost right angles a series of west-verging and east-dipping thrust faults, and has a clear geomorphic expression. The fault's structural signature, such as the trace length, displacement, segmentation, and scarp freshness resembles other normal faults within the Gulf of Corinth. Along this fault we mapped a series of landslides that are mainly concentrated at the near tip areas. Two of them are hosted in the damage zone formed by the intersecting normal and reverse faults. The Marathias and Sergoula landslides show a significant geomorphic evolution on aerial photographs from 1945 to 1991. Evolution of landslides in the study area appears to be correlated with two earthquake clusters that drive mass wasting in the order of 106 m3, significant drainage adjustment, and triggering of post-landslide river incision. We infer the following process sequence for these presumably earthquake-triggered landslides in the region: eroded material in Marathias landslide and reactivation of movement within the main body of the Sergoula landslide were observed in 1969 aerial photographs. Both landslides are deep-seated rotational rockslides. Obstruction or abandonment of channels due to the landslides establishes river incision and a dramatic increase of the rate of fan-delta progradation in the order of 1 m/yr. These large landslides are related to strong (M > 6.5) earthquakes concentrated along faults, and their reactivation period is almost a century, based on seismological or paleoseismological analyses. 相似文献
14.
丹巴县滑坡地质灾害具有①集中分布在断裂带两侧的人口密集区;②在河谷两岸的分布数量相当;③主要集中分布于中等海拔的中等坡度区等特征。滑坡地质灾害的发生主要受控于区域独特的地形地貌(尤其是地形坡度)、强烈的构造运动及日益加剧的人类工程经济活动等因素。 相似文献
15.
2013年7月10日发生的四川省都江堰市中兴镇三溪村五里坡滑坡-碎屑流,属于典型的降雨型高位斜向层状岩质滑坡-碎屑流灾害。在前人研究成果梳理和进一步野外调查的基础上,分析总结了五里坡滑坡-碎屑流的成因及演化模式,并对五里坡高位滑坡在降雨作用下的后缘裂隙扩展判据和滑坡启动判据进行了定量计算。研究表明,五里坡滑坡的演化模式为后缘拉张裂隙形成→降雨作用下裂缝开始扩展→动、静水压力联合作用下斜坡沿泥质软弱层滑动→后缘拉裂槽形成→“7?10”强降雨诱发滑坡复活→滑体前缘临空崩落、加速→崩滑体沿沟谷铲刮、运移→堆积停止。从力学角度推导了前期降雨作用下滑体后缘裂缝自动扩展的最小深度、滑坡失稳的临界水头高度和临界降雨强度的计算公式,得出充满水的后缘裂缝在静水压力作用下开始自行扩展的临界深度为11.3 m;后缘裂隙贯通至滑带后,当五里坡斜坡体在后缘裂缝水头高度达到9.8 m时滑坡处于启动的临界状态。 相似文献
16.
The Portuguese Bend landslide, in coastal southern California, is an active, slow-moving mass of blocks and debris that extends from the shoreline to moderate altitudes along part of the southerly margin of the Palos Verdes Hills. These hills form a peninsula that is underlain by Cenozoic sedimentary and volcanic rocks draped anticlinally over a core of Mesozoic schist. In the southerly parts of the peninsula, inherently weak units in the Altamira Shale Member of the Miocene Monterey Formation dip seaward in general concordance with the ground surface. Ground failure has been widespread in this area. It evidently began in mid- to late-Pleistocene time, and it has continued intermittently to the present. The Portuguese Bend landslide represents a reactivation of movement of the eastern part of a complex of prehistoric landslides occupying an area of approximately two square miles. This latest episode of movement began in 1956, presumably in response to placement of fill during a road construction project. The active slide subsequently was enlarged by sequential failure of adjoining blocks of ground, and by September 1969 about 54,500,000 metric tons of debris was slowly moving downslope in an area of approximately 104 ha. Movement has been continuous since recent failure began in 1956, although the velocity of the active slide decreased markedly after that year. Between 1962 and 1972 the velocity fluctuated only slightly about an average value of about 1 cm per day. The active slide is an irregular prism, roughly triangular in plan view. The southern side of the triangle trends approximately 1100 m east-west along a stretch of shoreline that essentially coincides with the toe of the slide. The other two sides of the triangle trend northeast and northwest from the ends of the toe and meet about 1200 m north of the shoreline. The thickness of the moving mass differs considerably from one place to another, reflecting both topographic irregularities and major undulations in the underlying surface of movement. The maximum thickness is approximately 75 m. Movement is occurring along a distinct basal failure surface. The eastern part of the slide is underlain by bedrock, and is bordered by bedrock with a general structure that limits further deep-seated propagation of failure to the east and northeast. In contrast, the western part of the slide is underlain and bordered by extensive ancient landslide deposits that are marginally stable. Further encroachment of the active slide westward and northwestward into these materials was viewed as a distinct possibility at the time the dissertation was prepared and has occurred since then. Continued movement of the Portuguese Bend landslide since 1956 has been due to four main factors. A rise in the water table during the period 1957–1968 has been documented in the northwestern part of the moving mass and is attributable mainly to infiltration of surface runoff entering numerous open fissures that cut the surface of the slide. The toe of the active slide daylights along the shoreline and is subjected to storm-wave erosion, so that any natural build-up of resisting forces is prevented in this area. The redistribution of mass as the slide has moved along an undulatory failure surface has been responsible for local fluctuations in the driving and resisting forces. Finally, smoothing of irregularities in the failure surface by the moving slide mass must have decreased some of the forces resisting movement. 相似文献
17.
在西藏昌都市江达县波罗乡发生的两次高位大型滑坡,形成堰塞体阻断金沙江,其溃决洪水对下游造成了巨大损失.本文基于野外地质调查与工程验证、遥感影像、倾斜摄影测量、岩体微观特征,结合区域地质资料进行分析研究.结果表明:(1)白格滑坡发育于金沙江构造混杂岩带,坡体属于河谷型构造破碎松散体;(2)坡体物质主要由弱变形构造透镜体岩块和强变形错动带(糜棱岩带、碎裂岩带、断层泥)组成,镜下岩石结构破坏严重,岩石强度显著降低;(3)断层破碎带控制滑坡体两侧及后缘边界,为滑坡提供了侧向及后缘的切割面;(4)不连续错动带为白格滑坡的滑动层,在重力卸荷作用下发生贯通,导致坡体发生多期次崩滑;(5)综合坡体失稳启动分析,白格滑坡为"推移式+牵引式"混合型滑坡;(6)白格滑坡是在内动力和外动力耦合作用相互交替下促进形成,加之金沙江对坡脚掏蚀,松散体在重力卸荷作用下剪切破坏致使滑坡发生.白格滑坡事件可为研究金沙江构造混杂岩带中大型滑坡形成机制提供依据,同时也为该区域防灾减灾研究提供理论指导. 相似文献
18.
For the socio-economic development of a country, the highway network plays a pivotal role. It has therefore become an imperative to have landslide hazard assessment along these roads to provide safety. The current study presents landslide hazard zonation maps, based on the information value method and frequency ratio method using GIS on 1:50,000 scale by generating the information about the landslide influencing factors. The study was carried out in the year 2017 on a part of Ravi river catchment along one of the landslide-prone Chamba to Bharmour road corridor of NH-154A in Himachal Pradesh, India. A number of landslide triggering geo-environmental factors like “slope, aspect, relative relief, soil, curvature, Land Use and Land Cover (LULC), lithology, drainage density, and lineament density” were selected for landslide hazard mapping based on landslide inventory. The landslide inventory has been developed using satellite imagery, Google earth and by doing exhaustive field surveys. A digital elevation model was used to generate slope gradient, slope aspect, curvature, and relative relief map of the study area. The other information, i.e., soil maps, geological maps, and toposheets, have been collected from various departments. The landslide hazard zonation map was categorized namely “very high hazard, high hazard, medium hazard, low hazard, and very low hazard.” The results from these two methods have been validated using area under curve (AUC) method. It has been found that hazard zonation map prepared using frequency ratio model had a prediction rate of 75.37% while map prepared using information value method had prediction rate of 78.87%. Hence, on the basis of prediction rate, the landslide hazard zonation map, obtained using information value method, was experienced to be more suitable for the study area. 相似文献
19.
采用野外调查与室内实验相结合的方法,以四川汉源县二蛮山作为研究对象,通过对滑坡发生的环境条件、发育特征和机理进行分析,选取了滑坡体特征、地质构造、高程、坡向、坡度、地震、降雨等因素作为研究分析变量,将GIS与模糊数学评价方法相结合,开发滑坡稳定性评价插件,对研究区域进行危险性区划,尽量避免易发生地质灾害的区域,减小人员伤亡和财产损失.研究结果表明,滑坡的发生区域主要集中在高程1600 m左右、坡度30°-50°地段,随着高度和坡度的增大,发生滑坡的可能性也逐渐增加. 相似文献
20.
This study investigates the causes and failure mechanism of the Aksu landslide that occurred during the construction of the Giresun–Espiye road between KM: 1 + 030–1 + 170 in northern Turkey and recommends proper stabilization techniques. For the purpose of investigating the causes and mechanism of this slope failure, engineering geological mapping, geotechnical investigation and rock mass characterization were performed. From top to bottom, weathered tuffite, tuffite, flysch, and dacitic tuffite were the major units in the study area. The disturbance of the slope by the excavations performed at the toe of the slope (i.e., due to the foundation excavation for the Tünel restaurant building and for the road cut) led to a “translational slide”. The “translational slide” occurred in completely weathered tuffite due to the disturbance of the stability of the slope by the excavations performed at the toe of the slope, particularly for the foundation excavation of the Tünel restaurant building and for the road cut along the Giresun–Espiye road. The rise in the groundwater level was also another important factor that has contributed to the occurrence of the landslide. After establishing the geometry of the landslide in detail, the shear strength parameters of the failure surface were determined by the back analysis method. Sensitivity analyses were performed and landslide failure mechanisms were modeled to quantify the contributing factors that have caused the formation of the Aksu landslide. The influence of an earthquake was investigated through pseudostatic slope stability analysis. Toe buttressing, ground water drainage, and surface water drainage alternatives were considered for stabilizing the slope. 相似文献
|
