Bridge health monitoring system based on vibration measurements

A bridge health monitoring system is presented based on vibration measurements collected from a network of acceleration sensors. Sophisticated structural identification methods, combining information from the sensor network with the theoretical information built into a finite element model for simulating bridge behavior, are incorporated into the system in order to monitor structural condition, track structural changes and identify the location, type and extent of damage. This work starts with a brief overview of the modal and model identification algorithms and software incorporated into the monitoring system and then presents details on a Bayesian inference framework for the identification of the location and the severity of damage using measured modal characteristics. The methodology for damage detection combines the information contained in a set of measurement modal data with the information provided by a family of competitive, parameterized, finite element model classes simulating plausible damage scenarios in the structure. The effectiveness of the damage detection algorithm is demonstrated and validated using simulated modal data from an instrumented R/C bridge of the Egnatia Odos motorway, as well as using experimental vibration data from a laboratory small-scaled bridge section.     

Internal vein texture and vein evolution of the epithermal Shila-Paula district,southern Peru

The epithermal Shila-Paula Au–Ag district is characterized by numerous veins hosted in Tertiary volcanic rocks of the Western Cordillera (southern Peru). Field studies of the ore bodies reveal a systematic association of a main E–W vein with secondary N55–60°W veins—two directions that are also reflected by the orientation of fluid-inclusion planes in quartz crystals of the host rock. In areas where this pattern is not recognized, such as the Apacheta sector, vein emplacement seems to have been guided by regional N40°E and N40°W fractures. Two main vein-filling stages are identified. stage 1 is a quartz–adularia–pyrite–galena–sphalerite–chalcopyrite–electrum–Mn silicate–carbonate assemblage that fills the main E–W veins. stage 2, which contains most of the precious-metal mineralization, is divided into pre-bonanza and bonanza substages. The pre-bonanza substage consists of a quartz–adularia–carbonate assemblage that is observed within the secondary N45–60°W veins, in veinlets that cut the stage 1 assemblage, and in final open-space fillings. The two latter structures are finally filled by the bonanza substage characterized by a Fe-poor sphalerite–chalcopyrite–pyrite–galena–tennantite–tetrahedrite–polybasite–pearceite–electrum assemblage. The ore in the main veins is systematically brecciated, whereas the ore in the secondary veins and geodes is characteristic of open-space crystallization. Microthermometric measurements on sphalerite from both stages and on quartz and calcite from stage 2 indicate a salinity range of 0 to 15.5 wt% NaCl equivalent and homogenization temperatures bracketed between 200 and 330°C. Secondary CO₂-, N₂- and H₂S-bearing fluid inclusions are also identified. The age of vein emplacement, based on ⁴⁰Ar/³⁹Ar ages obtained on adularia of different veins, is estimated at around 11 Ma, with some overlap between adularia of stage 1 (11.4±0.4 Ma) and of stage 2 (10.8±0.3 Ma). A three-phase tectonic model has been constructed to explain the vein formation. Phase 1 corresponds to the assumed development of E–W sinistral shear zones and associated N60°W cleavages under the effects of a NE–SW shortening direction that is recognized at Andean scale. These structures contain the stage 1 ore assemblage that was brecciated during ongoing deformation. Phase 2 is a reactivation of earlier structures under a NW–SE shortening direction that allowed the reopening of the preexisting schistosity and the formation of scarce N50°E-striking S2-cleavage planes filled by the stage 2 pre-bonanza minerals. Phase 3 coincides with the bonanza ore emplacement in the secondary N45–60°W veins and also in open-space in the core of the main E–W veins. Our combined tectonic, textural, mineralogical, fluid-inclusion, and geochronological study presents a complete model of vein formation in which the reactivation of previously formed tectonic structures plays a significant role in ore formation.     

准噶尔盆地北三台凸起构造演化与油气成藏

准噶尔盆地东部北三台凸起属于残余古凸起,东西分离阜康与吉木萨尔凹陷,南北分割沙帐断褶带与阜康断裂带,构造位置特殊; 其形成演化经历晚海西、印支、燕山及喜马拉雅4次大的构造运动,整体表现为东北断隆,向西倾没,围绕凸起形成了较为复杂的断裂系统; 深层石炭系-三叠系断裂发育(逆断裂),浅层侏罗系-白垩系主体继承(正断裂),具有形成早,结束晚的特点。受东西、东北向断裂切割,北三台凸起呈现两个凸起构造带、两个斜坡构造带和6个断裂构造带组合特征。中晚燕山期,收博格达山前凹陷转化成增生楔向北逆冲,构造载荷增大,影响北三台北断裂大幅度逆冲,导致北三台凸起强烈隆升并最终定型。自二叠纪-侏罗纪凸起核部向北迁移,地层由阜康凹陷向凸起方向上超,逐层减薄。在南北向挤压应力作用下,由侏罗纪早期开始,凸起核部逐渐迁移至北三台。在其构造演化过程中与二叠系主力烃源岩层形成与烃演化匹配的良好关系,一直是阜康凹陷生成油气的汇聚方向,在凸起构造不断抬升,高部位地层遭受剥蚀,油气藏遭受破坏的同时,油气仍然向其不断补充,油气供给较为充足,保障了凸起带、断裂带、斜坡区各构造的油气充注,构造低部位的鼻凸带、断裂带下盘、斜坡区三叠系与中下侏罗统保存完整的部位,早期形成的油气藏仍能够得到良好保存; 形成围绕北三台凸起"秃顶"的复式油气聚集,并以中小型规模油气藏为主,油气藏按局部构造带有规律展布; 斜坡区侏罗-三叠与深层二叠-石炭系应是主要勘探方向。     

岩体结构面蠕变损伤机理研究

通过对伯格斯模型和西原模型的分析比较,选取西原模型研究岩体结构面的蠕变损伤特性。在0s情况下,由西原模型推出剪切模量的表达式,以剪切模量为变量定义损伤变量,得到结构面的损伤变量表达式。并以泥岩剪切试验为例,计算了相同正压力作用下的结构面剪切模量和损伤量。结果表明:当0s时,剪切模量、损伤量均随时间趋于稳定,且结构面蠕变的前两个阶段损伤量较小,而当0s时,一段时间后,其损伤量开始突变;剪应力越大,其初始剪切模量越大,随时间降低越快,达到稳定蠕变阶段时降低量也相应越大;剪应力越大,结构面损伤量随时间增长越快,在达到稳定蠕变阶段时,损伤量也越大。     

邹平县土地利用时空变化及驱动力分析

采用土地利用动态度分析方法和GIS技术,通过建立土地利用空间数据库,构建土地利用时空变化模型,分析上一轮规划以来邹平县土地利用时空变化特征及驱动力。研究结果表明,从1996到2005年近10年间,邹平县土地利用／覆被变化明显。其中耕地和未利用地面积减少量最大,耕地面积逐年减少的主导原因为城镇工矿及交通水利等建设用地的逐年增加,这与邹平县城镇化水平不断提高及经济快速发展密不可分,而城镇工矿用地与GDP、非农业人口存在很强的线性相关关系;未利用转出地类主要为农用地,这一定程度上缓减了因建设占用农用地所引发的农用地规模不断下降的压力。     

Effects of tunnelling on existing support systems of perpendicularly crossing tunnels

The interactions between perpendicularly crossing tunnels in the Sydney region are investigated using a full three-dimensional (3D) finite element analysis coupled with elasto-plastic material models. Special attention is paid to the effect of subsequent tunnelling on the support system, i.e. the shotcrete lining and rock bolts, of the existing tunnel. The results of the analysis show that in a region such as Sydney, with relatively high horizontal stresses, installation of the new tunnel causes the shotcrete lining of the existing tunnel to be in tension in the side facing towards the tunnel opening and in compression at the crown and invert. The pre-stressed rock bolts are usually tensioned more in the sections closest to the tunnel opening. For this particular study, if a new tunnel is driven perpendicularly beneath an existing tunnel, significant increases are induced in the bending moments in the shotcrete lining at the lateral sides of the existing tunnel and in the axial forces at its crown and invert. The increase in side bending moments causes further tensile cracking but the crown and invert stresses remain within the thresholds for both compressive failure and tensile cracking for shotcrete lining of typical concrete quality. Moreover, the driving of the new tunnel causes the tensile forces in the existing side rock bolts to increase and those in the existing crown rock bolts to decrease. In contrast, if the new tunnel is driven perpendicularly above the existing tunnel, compressive failure of the existing shotcrete lining is induced at the crown of the deeper tunnel for concrete of typical capacity and a significant tensile force increase of the existing rock bolts around the crown. It is concluded that in order to ensure the stability of the existing tunnel, local thickening is needed at the sides of the existing shotcrete lining if the shallow tunnel is installed first and local thickening is needed at the crown if the deep tunnel is installed first.     

Surface and rheological properties of as-received colloidal goethite (α-FeOOH) suspensions: pH and polyethylenimine effects

The yield stress and zeta potential (ζ) of slurries prepared from as-received goethite were evaluated as a function of pH, solids concentration, cationic polyethylenimine (PEI) concentration and molecular weight (Mw). The goethite slurries displayed a maximum yield stress at the isoelectric point (pI). These slurries do not have a low pH dispersed region. The yield stress obeyed the yield stress–DLVO force model. The maximum yield stress displayed a dependence on the solids volume fraction to a power of 3.8.PEI adsorbed and changed both the surface chemistry and rheological yield stress of the slurries. At most additive concentration ranging from 0.1 to 0.4dwb% for PEI of Mw 600, 1800 and 70,000, the maximum yield stress of the slurries is larger than that with no adsorbed additives. At low PEI concentration of 0.1dwb%, the same maximum yield stress of 30 Pa was obtained for three Mws; 600, 1800 and 70,000 representing a 1.5-fold increase. The increased attraction between particles was attributed to charge patch attraction at low surface coverages and hydrogen bonding at high coverages. Adsorbed PEI decreased the yield stress at low pH. However complete dispersion was observed only for 0.4dwb% PEI with Mw 70,000, at pH below 7. Complete dispersion was not observed at high pH for the same polymer at all concentrations.     

On the capillary stress tensor in wet granular materials

This paper presents a micromechanical study of unsaturated granular media in the pendular regime, based on numerical experiments using the discrete element method, compared with a microstructural elastoplastic model. Water effects are taken into account by adding capillary menisci at contacts and their consequences in terms of force and water volume are studied. Simulations of triaxial compression tests are used to investigate both macro and micro‐effects of a partial saturation. The results provided by the two methods appear to be in good agreement, reproducing the major trends of a partially saturated granular assembly, such as the increase in the shear strength and the hardening with suction. Moreover, a capillary stress tensor is exhibited from capillary forces by using homogenization techniques. Both macroscopic and microscopic considerations emphasize an induced anisotropy of the capillary stress tensor in relation with the pore fluid distribution inside the material. Insofar as the tensorial nature of this fluid fabric implies shear effects on the solid phase associated with suction, a comparison has been made with the standard equivalent pore pressure assumption. It is shown that water effects induce microstructural phenomena that cannot be considered at the macro level, particularly when dealing with material history. Thus, the study points out that unsaturated soil stress definitions should include, besides the macroscopic stresses such as the total stress, the microscopic interparticle stresses such as the ones resulting from capillary forces, in order to interpret more precisely the implications of the pore fluid on the mechanical behaviour of granular materials. Copyright © 2009 John Wiley & Sons, Ltd.     

滇西澜沧江构造带及邻区几何学、运动学和构造年代学分析

滇西澜沧江构造带自北向南沿碧螺雪山和崇山连续延伸; 按照构造几何学特点和运动学特征我们把该构造带分为3段：北段、中段和南段; 本文对各段的构造、组构、运动学及构造年代学进行了翔实研究,得到以下认识：构造带呈双变质岩带,核部为强变形高级变质岩带,两侧为强变形低级变质岩带,部分剖面几何形态似“花状”构造; 宏观和微观组构特征均指示构造带北段和中?南段存在明显的运动学差异,北段为右旋走滑剪切,中、南段为左旋走滑剪切; 同构造浅色花岗质糜棱岩中分选出白云母(北段)和黑云母(中段),进行单颗粒矿物的激光熔化40Ar?39Ar定年,结果显示,糜棱岩化造成了花岗质岩石同位素时钟的重置和部分重置; 表面年龄指示了该构造带中新世的构造变形事件; 其中,北段右旋韧性剪切作用年龄为17.8～13.4 Ma或更早,至少持续到13.4 Ma,构造带中段记录了17.9～13.1 Ma的左行韧性剪切事件; 构造变形时代表现出同时代和同期次特点。综合分析认为,位于印度与欧亚大陆斜向汇聚带东缘的澜沧江构造带,是调节印支块体陆内变形的重要变形区域,为典型的新生代剪压应变区; 与区内哀牢山-红河构造带新生代左旋走滑相对应; 剪压应变和应变分解过程中,构造带东-西向减薄作用通过韧性物质垂向挤出和沿剪切方向的挤出平衡,垂向挤出导致地壳增厚和高应变体的抬升,形成现今的地貌高位,统一的陡立面理和亚水平拉伸线理是韧性物质沿剪切方向挤出的流变学响应; 构造带南段和北段运动学差异是澜沧江构造带新生代左旋剪压应变分解的必然产物和运动学要求。