Seismic performance of two-story subway station structures with different isolating systems

When the sliding bearing is fixed only at the top of the middle column of the underground structure, the cracks at the side end of the middle plate should be aggravated while the seismic damage of the mid-column should be alleviated. To enhance the seismic performance of the mid-plate, a new isolation design method has been mentioned while the elastic sliding bearings are set at the top of the mid-columns and between the side end of the mid-plate and the side wall at the same time. By establishing a nonlinear finite element analysis model for the static-dynamic coupling interaction system, the seismic response characteristics of the cast-in-place station structure without a sliding bearing have been analyzed and compared with those of the station structure with the sliding bearing fixed only at the top of the middle columns, and those of the station structure with sliding bearing be fixed between the mid-plate and the sidewall at the same time. The results show that the new isolation station structures suffer fewer earthquake damages at the mid-plate and mid-columns at the same time, which can improve the overall seismic performance of the subway station structure.     

基于数字图像分析的土工合成材料加筋砂土拉拔试验研究

由于加筋土界面作用的复杂性,加筋土工程建设中铺设土工格栅时往往采用经验的方法,很大程度上造成了土工格栅的浪费及工程安全隐患,理清不同填料筋土界面作用的影响范围,有助于确定加筋土结构的合理加筋间距。为了揭示不同填料筋土界面作用的影响范围,采用4种不同类型的砂土与格栅在不同法向应力下进行了一系列的拉拔试验,并结合数字图像量测技术,分析了不同类型砂土下界面剪切带厚度、颗粒位移矢量、格栅拉拔阻力峰值及应变等演变规律。研究表明：界面剪切带厚度H随法向应力σ_v与砂土平均粒径d₅₀的增加而增大,通过多变量拟合的方法,得到了H、σ_v与d₅₀三者之间的函数表达式;格栅在拉拔过程中,砂土颗粒位移矢量以土工格栅为界有着显著的差别,格栅上部的颗粒位移矢量明显大于下部颗粒,且在格栅上下一定范围内会形成颗粒位移矢量集中带;拉拔阻力峰值随σ_v及d₅₀的增加而增大;不同类型砂土各区段的格栅应变均表现出由前向后依次递减的趋势。     

描述饱和黏性土应变软化的弹塑性双面模型

常规三轴压缩试验中具有较强结构性的黏性土在围压较低时其应力−应变关系会呈现应变软化现象,一般还伴有塑性变形,通常土体内部结构损伤是应变软化产生的主要原因。考虑到采用经典塑性理论描述材料的应变软化不仅会违背 Drucker 的稳定性假设,而且也不能描述卸载塑性。因此,基于修正剑桥模型及 Li 和 Meissner 提出的塑性硬化准则,建立了一个描述饱和黏性土不排水应变软化的弹塑性双面模型。该模型以应力−应变曲线的峰值点分界,将应变硬化和应变软化分别作为独立的加载事件进行分析,同时引入新的结构性参数表征剪切过程中土体结构损伤导致的塑性刚度衰退。对不同固结状态饱和结构性黏土的三轴固结不排水压缩试验结果的模拟表明,所建模型能够较好地描述饱和黏性土的不排水应变软化特性。     

原状膨胀土剪切力学特性的应变速率效应

为研究应变速率对原状膨胀土力学性状的影响,通过GDS三轴试验系统进行了不同速率和围压下的固结不排水三轴剪切试验,分析了应力−应变曲线、孔隙水压力、剪切强度以及破坏模式随应变速率的变化规律。结果表明：不同应变速率下,膨胀土应力−应变曲线均呈应变硬化型。随着应变速率的增加,不排水剪切强度单调递增,引入应变速率参数ρ_0.9后发现,不排水强度增长率为14.3%～23.2%,平均值为18.4%。低围压下,应变速率对孔隙水压力影响较小,随着围压的增大,孔隙水压力的发展趋势由软化型转变为硬化型,孔隙水压力峰值随应变速率的增大而减小。原状膨胀土应变速率效应与其多裂隙性密切相关,破坏形式表现为小应变速率下主剪切带与次剪切带共存,大应变速率下仅有主剪切带,裂隙或多剪切带的出现强化了膨胀土强度的应变速率效应。     

Tracing exhumation record in high-pressure micaschists: A new tectonometamorphic model of the evolution of the eastern part of the Fore Sudetic Block,Kamieniec Metamorphic Belt,NE Bohemian Massif,SW Poland

The Kamieniec Metamorphic Belt comprises a volcano-sedimentary succession exposed within a collision zone between the Saxothuringian and Brunovistulian crustal domains of the European Variscides. The studied rocks recorded two metamorphic episodes. The first episode, M₁, occurred at conditions of c. 485 ± 25 °C and 18 ± 1.8 kbar related to burial within a subduction zone. The subsequent episode, M₂, was linked to the final phases of exhumation to mid-crustal level, associated with pressure and temperature (P–T) conditions ranging from c. 520 ± 26 °C and 6 ± 0.6 kbar through 555 ± 28 °C and 7 kbar ± 0.7 to ~590 ± 30 °C and 3–4 ± 0.4 kbar. The documented deformation record is ascribed to three events, D₁ to D₃, interpreted as related to the burial and subsequent exhumation of the Kamieniec Metamorphic Belt. The D₁ event must have witnessed the subduction of the Kamieniec Metamorphic Belt rock succession whereas the D₂ event was associated with the exhumation and folding of the Kamieniec Metamorphic Belt in an E-W-directed shortening regime. A subsequent folding related to the D₂ event was initiated at HP conditions, however, the planar fabric produced during a late stage of the D₂ event, defined by a low-pressure mineral assemblage M₂, indicates that the D₂ final stage was synchronous with the onset of the M₂ episode. Consequently, the entire D₂ event seems to have been associated with the exhumation of the Kamieniec Metamorphic Belt to mid crustal level. The third deformation event D₃, synchronous with the M₂ episode, marked the last stage of the exhumation, and was linked to emplacement of granitoid veins and lenses. The latter resulted in heating and rheological weakening of the entire rock succession and in the formation of non-coaxial shear zones.     

Grampian migmatites in the Buchan Block,NE Scotland

Rocks exposed along the Scottish coast between Fraserburgh and Inzie Head contain information critical to understanding the evolution of the Buchan Block, the type locality for low‐P, high‐T regional metamorphism, and its relationship with the rest of the Grampian terrane, one of the major tectonostratigraphic components of the Scottish Caledonides. The ~8 km long section traverses a regional network of shear zones and, at the highest grades around Inzie Head, passes into the core of the Buchan Anticline, a large‐scale open fold that is commonly regarded as a late structure, post‐dating metamorphism. The metasedimentary rocks increase in grade from upper amphibolite to granulite facies and preserve unequivocal evidence for partial melting. The diatexite migmatites around Inzie Head, along with other gneissose units within the Buchan Block, have been regarded as allochthonous Precambrian basement rocks that were thrust into their current position during the Grampian orogenesis. However, field observations show that the onset of in situ partial melting in metapelitic rocks, which was associated with the formation of garnet‐bearing aplites and associated pegmatites, occurred around Fraserburgh, where shear fabrics are absent. Thus, the rocks preserve a continuous metamorphic field gradient that straddles the shear zone network. This observation supports an alternative interpretation that anatexis was the result of mid‐Ordovician (Grampian) metamorphism, rather than an older tectonothermal event, and that the Inzie Head gneisses are autochthonous. Using an average mid‐Dalradian pelite as a plausible representative protolith, phase equilibria modelling satisfactorily reproduces the observed appearance and disappearance of key minerals providing that peritectic garnet produced with the first formed melts (represented by the garnet‐bearing aplites) depleted the source rocks in Mn. The modelled metamorphic field gradient records a temperature increase of at least 150 °C (from ~650 °C near Fraserburgh to in excess of 800 °C at Inzie Head) but is isobaric at pressures of 2.7–2.8 kbar, suggesting the Buchan Anticline developed synchronous with partial melting. The Buchan Anticline is likely an expression of crustal thinning and asthenospheric upwelling, which produced voluminous gabbroic intrusions that supplied the heat for Buchan metamorphism.     

煤系沉积岩应力–应变与应变–渗透率特征

通过对济宁三号煤矿岩样进行现场采取和室内试验分析,探究对开采有威胁的3煤层顶板砂岩和红层的渗透率特征。试验结果表明,中粗砂岩的渗透率最大,泥岩样的渗透率相对较小;应力对岩石的渗透率有很大的影响,主要体现在节理的法向闭合和剪胀效应,其中应力剪胀能显著地改变岩石节理的渗透性;岩石应变渗透率曲线,表现出渗透率峰值"滞后"的特点;在岩石处于弹塑性阶段时候,渗透率的变化剧烈且具有不可预测性,然而岩石渗透率与体积应变有很好的一致性。通过对实验结果的归纳总结,本文将岩石在全应力应变过程中渗透率变化划分成5个阶段:微裂隙压密闭合阶段、微裂隙随机扩展阶段、裂隙扩展贯通阶段、裂隙错动充分发育阶段和裂隙二次闭合阶段。     

基质吸力变化引起的体积应变研究

与降雨有关的边坡表层变形位移,其根源是基质吸力降低引起的非饱和土体积应变。利用某滑坡体的原状样及其重塑样,分别在100kPa、200kPa围压作用下,采用单纯增加基质吸力的应力路径,对基质吸力引起的体积应变,进行试验测试。结果显示: (1)试样的体应变,随基质吸力的增大,单调增大,服从对数函数关系;(2)围压由100kPa增加到200kPa的试样体积模量,随基质吸力的增大,单调增大,服从幂函数关系;(3)与基质吸力有关的体积变化系数,随基质吸力的增大,单调减小,服从幂函数关系;并且当基质吸力大于200kPa以后,随基质吸力增大,体积变化系数接近于常数,约为0.0059左右。在此基础上,本文针对这种由单纯基质吸力变化引起的非饱和土体积应变规律及机理,进行了探讨。     

采空塌陷区地表建筑物变形特征分析及破坏机理研究

采空区建筑物的变形特性研究,一直是采空塌陷灾害的一个重要方向。本文以北京市房山区史家营乡大村涧村采空塌陷为背景,在充分分析采空区上方建筑物砖墙上裂缝形态及分布规律的基础上,从建筑物受力方面探讨了裂缝产生的原因,并采用数值模拟方法对采矿影响下建筑物的变形破坏机理进行浅析,研究结果不仅可为建筑物加固和维修提供依据,还可为采空塌陷区治理提供参考。     

Applying landscape-ecological concept and GIS modelling for assessing and mapping of ecological situation of mountainous landscapes (on the case of Syunik marz,Armenia)

Regional landscape-ecological studies have acquired a special topicality as they assure efficient environmental conservation and sustainable use of natural resources. A landscape-ecological analysis was performed based on four basic integral indices: (1) ecological potential, (2) ecological stability, (3) ecological load and (4) ecological tension. The values of basic integral indices of the landscape-ecological analysis were calculated as sums of respective factors expressed in scores and multiplied by their significance reflecting coefficients. In agreement with that rule, a formula was derived of calculation of basic indices of landscape-ecological analysis. Subsequently, those factors were integrated by ‘Model Builder’ in ArcGIS applying ‘Weighted Sum’ functions. Finally, through geographic information systems modelling, maps of basic indices of landscape-ecological analysis were produced. In conclusion – ecological potential, stability, load and tension are best indicators for the assessment of the landscape-ecological situation of the studied territory.