Multi-factor sensitivity analysis on the stability of submarine hydrate-bearing slope

There are many factors affecting the instability of the submarine hydrate-bearing slope (SHBS), and the interaction with hydrate is very complicated. In this paper, the mechanical mechanism of the static liquefaction and instability of submarine slope caused by the dissociation of natural gas hydrate (NGH) resulting in the rapid increase of pore pressure of gas hydrate-bearing sediments (GHBS) and the decrease of effective stress are analyzed based on the time series and type of SHBS. Then, taking the typical submarine slope in the northern South China Sea as an example, four important factors affecting the stability of SHBS are selected, such as the degree of hydrate dissociation, the depth of hydrate burial, the thickness of hydrate, and the depth of seawater. According to the principle of orthogonal method, 25 orthogonal test schemes with 4 factors and 5 levels are designed and the safety factors of submarine slope stability of each scheme are calculated by using the strength reduction finite element method. By means of the orthogonal design range analysis and the variance analysis, sensitivity of influential factors on stability of SHBS are obtained. The results show that the degree of hydrate dissociation is the most sensitive, followed by hydrate burial depth, the thickness of hydrate and the depth of seawater. Finally, the concept of gas hydrate critical burial depth is put forward according to the influence law of gas hydrate burial depth, and the numerical simulation for specific submarine slope is carried out, which indicates the existence of critical burial depth.     

丹阳天王寺边坡稳定性评价及防治措施

针对苏南地区典型露采边坡的地层岩性及地质构造特点,以极限平衡理论为基础,运用GeoStudio软件中的SLOPE/W模块和VADOSE/W模块计算分析江苏丹阳天王寺边坡在天然工况、暴雨工况及地震工况下的稳定性。结果表明:天然工况下,潜在滑动面分布范围最小,稳定性最高,存在滑动的危险性;暴雨工况下,潜在滑动面分布范围有所增大,稳定性降低,边坡滑动的可能性较大;地震工况下,潜在滑动面分布范围最广,稳定性最低,边坡滑动的可能性很大。基于上述结果,提出防治措施。     

开挖条件下含陡倾结构面顺层岩质边坡破坏模式与稳定性预测

顺层岩质边坡易发生失稳破坏,当边坡中发育有顺坡向陡倾结构面时,更不利于边坡稳定。以贵州某水电站大坝左岸含陡倾结构面顺层边坡为例,在综合分析地质条件及开挖扰动的基础上,结合离散元软件UDEC,分析了边坡的变形破坏模式和稳定性。研究结果表明,边坡可能发生的变形破坏模式主要有滑移、拉裂—滑移两种;自然状况下及开挖后,边坡都有沿断层f_9、卸荷裂隙L_1及岩层面发生滑移的趋势,且工程开挖导致边坡沿该结构面发生内部滑动;对边坡采用预应力锚索加固后,变形得到有效控制,位移数值计算值与实际监测值基本吻合。     

甘肃天水地区强降雨诱发黄土-泥岩滑坡机理实验研究

在甘肃天水地区每年由降雨诱发的黄土-泥岩滑坡灾害事故很多,给当地人民生命财产造成巨大损失。为探索该类斜坡的滑动破坏过程与机理,在野外地质调查、工程地质钻探及岩土体力学测试的基础上,通过室内大型物理模型实验,研究“上部黄土+下部泥岩”二元结构类型斜坡在强降雨作用下的动态变形演化过程,揭示该类斜坡的破坏机理和破坏模式。结果表明:强降雨作用下斜坡变形破坏以滑动破坏为主,水分的作用主要表现为增加土体自重、引起土体强度降低、降低结构面的抗滑力、产生孔隙水压力及降低有效应力等几个方面,斜坡的破坏模式则主要表现为坡肩侵蚀→微裂隙产生、发展、贯通→斜坡局部滑动破坏→斜坡整体滑动破坏。研究结果对天水地区该类滑坡的早期识别有重要的参考意义,可为该类滑坡的防灾减灾提供科学依据。     

冻融循环下加筋膨胀土边坡稳定性模型试验

控制边坡在冻融循环中的劣化作用,可保障季节冻土区域膨胀土边坡长期稳定。为确定土工格栅对膨胀土边坡在冻融循环过程中的稳定效果与工程意义,本文开展了膨胀土边坡模型试验,对比冻融过程中边坡内土压力、含水率、位移、温度变化。结果表明：土工格栅可约束膨胀土冻融裂缝,使裂缝发育更为均匀一致,同时减小边坡位移;加筋材料能抑制边坡水分迁移与热传导并减小土压力变化;对膨胀土边坡加筋处理可显著降低含水率波动幅值,从而减小膨胀土受含水率变化引发的胀缩劣化;不同于普通黏土,膨胀土边坡冻融循环中呈现冻缩融胀特点,而边坡加筋可有效提升冻土区膨胀土边坡的冻融稳定性,具有工程应用价值。     

湿陷性黄土边坡预应力锚索耐久性与改善措施研究

随着预应力锚索在湿陷性黄土边坡加固工程中的广泛应用,其耐久性问题就变得日益突出,湿陷性黄土边坡预应力锚索出现了较多因预应力损失而引起的失效事故。基于湿陷性黄土边坡预应力锚索运行现状进行研究,研究表明:黄土腐蚀性对边坡预应力锚索耐久性影响微弱,黄土湿陷性和地质条件变化对边坡预应力锚索耐久性影响显著;通过采用加强排水措施、提升浅部注浆工艺和注重运行维护等措施可以改善湿陷性黄土边坡预应力锚索耐久性;改善后的预应力锚索在监测期内处于平稳波动的服役状态,运行效果良好。本研究以期为湿陷性黄土边坡预应力锚索的设计、施工和运行维护等提供借鉴。     

断陷湖盆缓坡带古河道定量恢复方法及油气地质意义：以霸县凹陷文安斜坡东营组为例

河流沉积砂体定量表征是油田高效勘探开发的重要基础。文章综合利用定量岩心分析、测井相分析、定量地震沉积学和三维地震剖面识别方法,对霸县凹陷文安斜坡东营组古河道砂体厚度,河道（带）宽度,（满岸）河道水深等河流参数进行了定量化计算。研究表明,文安斜坡东营组发育北部苏桥、中部文安和南部长丰镇三个物源输入口,河流呈NEE-SWW向分散于文安斜坡带,其中河道带宽度（w）为1.04~2.61 km,平均宽度（wcb）为1.71 km;主河道宽度（W）为15.2~179.6 m,平均宽度（Wc）为84.4 m;主河道沉积水深（D）为1.34~5.21 m,平均水深（Dc）为3.29 m;主河道满岸水深（Dmax）为2.35~9.15 m,平均满岸水深（Dmaxa）为5.77 m;主河道沉积厚度（H）为2.15~8.32 m,平均厚度（Hc）为5.25 m,河道长度（L）为18.5~28.2 km,平均河道带长度（Lcb）为25.1 km,流向（A）为40°~65°。确定文安斜坡东营组发育辫状河沉积,斜坡东侧中外带为主要的砂岩卸载区,河流以垂向挖掘性河流为主,侧向迁移为辅,河道砂岩平面呈“条—带”状。文安斜坡西侧内带以侧向迁移河流为主,下蚀作用为辅,河道砂岩呈“席—带”状。东营组河道砂岩具有“下生上储”的有利成藏条件,具有良好的岩性、构造—岩性圈闭（油气藏）勘探前景。     

Main Detrainment Height of Deep Convection Systems over the Tibetan Plateau and Its Southern Slope

Deep convection systems (DCSs) can rapidly lift water vapor and other pollutants from the lower troposphere to the upper troposphere and lower stratosphere. The main detrainment height determines the level to which the air parcel is lifted. We analyzed the main detrainment height over the Tibetan Plateau and its southern slope based on the CloudSat Cloud Profiling Radar 2B_GEOPROF dataset and the Aura Microwave Limb Sounder Level 2 cloud ice product onboard the A-train constellation of Earth-observing satellites. It was found that the DCSs over the Tibetan Plateau and its southern slope have a higher main detrainment height (about 10?16 km) than other regions in the same latitude. The mean main detrainment heights are 12.9 and 13.3 km over the Tibetan Plateau and its southern slope, respectively. The cloud ice water path decreases by 16.8% after excluding the influences of DCSs, and the height with the maximum increase in cloud ice water content is located at 178 hPa (about 13 km). The main detrainment height and outflow horizontal range are higher and larger over the central and eastern Tibetan Plateau, the west of the southern slope, and the southeastern edge of the Tibetan Plateau than that over the northwestern Tibetan Plateau. The main detrainment height and outflow horizontal range are lower and broader at nighttime than during daytime.     

USING A COMBINED SLOPE HYDROLOGY/STABILITY MODEL TO IDENTIFY SUITABLE CONDITIONS FOR LANDSLIDE PREVENTION BY VEGETATION IN THE HUMID TROPICS

The susceptibility of cut slopes to landsliding can be reduced in certain circumstances by the establishment of a vegetation cover. However, the hydrological implications of allowing a cover to develop may offset the mechanical benefits of soil reinforcement by roots. The balance between hydrological and mechanical effects is critical on slopes which are susceptible to the development of an infiltration-induced transitory perched water table, a common cause of landslides in deep, tropical residual soils. This balance is likely to change both between slopes of different types as well as temporally on any given slope. The net effect of a vegetation cover must be predicted either before natural vegetation covers are allowed to encroach on bare slopes, or if engineers are considering the use of trees as a protective measure. This paper presents a method of calculating the impact of a vegetation cover on slope stability. Simulations carried out on a wide range of slope types suggest that where failure is most likely to be triggered by infiltration rather than ground water rise, large-scale vegetation covers may contribute to instability. Whether vegetation had a positive or negative impact on slope stability was controlled by the permeability of the soil matrix, whilst the magnitude of impact was controlled by the soil strength and the slope height.     

ANALYSIS OF PILES USED FOR SLOPE STABILIZATION

Piles used for the stabilization of slopes have to be adequately designed to resist the induced lateral loads due to the movement of the unstable slope. In this paper, a numerical method is presented for the analysis of this problem. In this approach, the piles are modelled using beam finite elements. The soil response at the individual piles is modelled using the modulus of subgrade reaction and pile–soil–pile interaction considered using the theory of elasticity. Two case histories, one for single pile and the other for pile group, are analysed which show that the numerical model can predict the general characteristics of the piles reasonably well. The study suggests that the design of the piles based on the computed response from single pile analysis, ignoring group effects, may be unduly conservative.