军山斜拉桥非线性时域抖振分析

武汉军山大桥是跨越长江的中跨跨径很大的斜拉桥，在脉动风作用下，其线性抖振响应较大，动力放大系数基本上大于2。为了比较该桥非线性抖振响应与线性抖振响应的差别，本文根据某地短期的实际风速时程记录资料，在一定的概率下，对该地区100年一遇的极值风速时程进行抖振分析比较。计算结果表明，对于该桥说来非线性影响不是很明显。     

大跨斜拉桥桥面风致抖振的粘滞阻尼控制分析

现代大跨度斜拉桥结构重量轻、阻尼小,因而对风的作用比较敏感。紊流风诱发桥梁过大的抖振响应会危及行车、行人的舒适和安全。本文利用有限元软件ANSYS,以山东滨州黄河公路大桥为例建立了大跨斜拉桥三维空间有限元模型,在全桥动力特性分析的基础上,利用混合自回归模型模拟桥梁脉动风荷载,并进行了自激力的时域化处理,重点分析了桥面侧向抖振响应;通过对粘滞阻尼器力学特性的分析,提出了在桥塔和主梁之间安装与桥面成45°的粘滞阻尼器来控制桥面侧向抖振响应的方案,并分析了不同阻尼系数时的控制效率。研究结果表明:在侧向风力的强迫作用下,桥面侧向抖振响应不可忽视;粘滞阻尼器控制下,桥面抖振响应显著减小,各主要构件内力均无明显增加,且随着阻尼系数的增大,减振效率显著增大,阻尼器的出力也增大,但当阻尼系数达到一定值后,减振效率的增大趋于平缓,存在一个经济合理的最优值。     

应用大型TMD抑制崖门大桥RC桥塔的抖振响应

崖门大桥是一座两个独柱桥塔单索面预应力混凝土斜拉桥，桥塔在独立状态气动弹模型风洞试验结果表明，在横桥向施工设计风速作用下需要对桥塔的抖振响应进行控制。本文就TMD对抖振控制的理论分析，TMD优化参数以及抑振倍率进行了推导，设计安装了以粘性剪切阻尼器（VSD）为耗能机构的被动式动力减振装置。通过现场实测，风洞试验及理论分析，三者十分吻合。3     

基于风速时程的体育场挑篷结构风振响应分析

依据自回归(AR)法,确立了考虑风速时程空间相关性的模拟方法,并利用Matlab语言编制了相应的程序。基于上述方法,模拟了某体育场挑篷结构的风速时程,并对所得风速时程离散值进行数理统计分析,结果表明模拟谱与目标谱吻合较好。根据结构风振响应分析的需要,将模拟风速转变为风荷载对结构进行时程分析,获得了结构风振响应,为结构抗风设计提供依据。计算表明,基于风速时程的结构风振响应分析方法可有效分析体育场挑篷的风振响应。     

弦支穹顶屋盖结构的风振响应研究

弦支穹顶屋盖结构的自重较轻,风荷载作用是结构设计的控制因素,应当对其风振动力响应进行研究.本文采用AR法并结合MATLAB软件对某体育馆椭圆形弦支穹顶屋盖结构的风速时程进行模拟分析,然后进行结构风振响应时程的有限元分析,得出了结构的风振系数和一些有意义的结论:其节点位移风振系数为1.74,位移风振系数随着初始预应力水平的增大而增大;风振响应过程中,拉索的预应力有所降低,靠近结构中心位置拉索的预应力损失率比靠近外部的大;初始预应力越大,预应力损失率越小;弦支穹顶结构环索预应力水平的降低会对结构的风振响应有不利的影响;弦支穹顶屋盖结构只考虑等效静力风荷载作用的结构抗风设计偏于不安全,应当考虑脉动风的作用.     

考虑叶片与塔架耦合作用的风电塔架风振响应分析

现有的风力发电塔架风振响应分析大多忽略叶片与塔架的耦合作用,而由于叶片质量和扫略面积较大,对风力发电塔架风振响应分析的影响不可忽视,因此,在风电塔架的研究中考虑叶片对塔架的影响,其结果会更加接近实际情况。本文考虑叶片与塔架耦合作用对风力发电塔架风振响应的影响,建立了相应的力学模型和运动方程。分别对有无叶片塔架耦合作用进行模态分析,比较了两者的固有频率。并通过MATLAB软件编写程序得到脉动风荷载时程曲线,最后在ANSYS中对风电塔架脉动风荷载进行时程分析,得到两种不同风电塔架模型的风振响应时程曲线,比较了两者在同一高度处的位移、速度和加速度反应,为进一步研究实际风电塔架结构提供了可靠的理论依据。     

蓝色北极情景下西北太平洋台风会增多吗？

未来的全球变暖情景下,西北太平洋台风活动会有怎样的变化？利用CMIP3模式在IPCC AIB情景下对未来气候的预估结果,得到全球变暖之北极夏季（September）无海冰时的一种情景,即“蓝色北极”．利用相应的海温场和CO：含量驱动一个全球大气环流模式,来对北极夏季无海冰时的西北太平洋台风生成环境做出数值模拟．试验结果表明,蓝色北极情况下,6～10月西北太平洋的大气环流和海洋环流都发生了明显变化,影响台风活动的主要环境要素：纬向风垂直切变和向外射出长波辐射空间分布的变化分别有利于台风源地向偏西、偏北转变;与台风频数有密切联系的关键区中上述量的变化且皆利于台风频次的减少．热带气旋生成潜力指数的变化表现为西北太平洋东部减小,而西部增大．因而呈现了非常复杂的变化格局．     

高科技厂房结构微振响应分析

高科技精密仪器厂房,对环境微振动非常敏感,要求控制结构的振动位移和速度。本文利用Kanai-Tajim i功率谱密度函数,模拟由交通工具引起的地面扰动,对某洁净室框架结构进行模态分析和微振谱分析。通过计算结构的振动特性和基频以及响应功率谱,得出振幅范围,从而获得结构在环境微振下的响应。为了研究结构微振的影响因素,分析了各种梁柱截面尺寸的振动响应,通过与微振动通用标准BBN-VC比较,评价了结构微振性能,为结构抗微振设计提供参考依据。     

大跨度球面网壳结构的风振系数研究

大跨度球面网壳结构应用日趋广泛,其结构特点使风荷载常常起主要甚至是控制作用,风振动力响应研究日益受到关注与重视。本文讨论了网壳结构风振响应时程分析计算方法,并采用节点位移风振系数来衡量网壳结构风振特性。对角锥型双层球面网壳结构进行了不同几何参数即跨度、矢高、球壳厚度等多种情况下的位移风振系数的研究,得出该类网壳的风振系数随几何参数的变化规律,并回归出计算公式,为双层球面网壳结构的抗风设计提供参考。     

克拉玛依拓湖新村43,44号住宅楼风振效应评价

引言1994年古玛依拓洲新村43、44号住宅楼交付使用后楼房风振响应较大。为了研究引起楼房风振的原因,1995年我们对这两栋楼进行了风振测量和有关分析[1],认为引起43、44号楼风振的主要原因有两个,一是地基土遇水后强度降低,影响了楼房的稳定性;二是楼房的Y型结构起到了兜面作用,风的动力作用使结构产生加速度和惯性力,因而产生振动。这两个因素相互影响,共同作用,使风振响应增强。针对以上风振原因,当时我们提出了几项减振措施：（1）降低和排除场地内的地下水。（2）在43、44号楼前盖一幢同样高度带地下室或基础较深的挡风楼,…     

中承式钢筋混凝土拱桥自振特性分析

利用有限元通用软件ANSYS,对一中承式钢筋混凝土拱桥进行了结构自振特性的数值模拟分析,求出了自振频率、振型等动力参数,对其模态特征进行了描述,并通过变换拱桥的主要结构参数对比分析了它们对结构自振特性的影响.结果表明:自振频率随矢跨比的减小略有提高;横撑有助于增强拱肋的横向刚度,减小拱肋面外振动,提高抗风稳定性;各振型的自振频率值随拱肋刚度的提高近似成线性增大,可以通过改变拱肋刚度来调整其自振特性.研究结果可以为同类桥梁的抗震设计提供参考.     

双模态风垂直切变对台风结构和强度的作用分析

本文应用WRF(v 3.4)模式输出资料,揭示了风垂直切变(Vertical Wind Shear:VWS)在垂直方向上的波状变化特征,这种波状变化在台风不同发展时期又有不同形态,其中在持续强盛期呈双模态分布.应用VWS引起的次级垂直环流影响台风对流分布和强度变化的基本原理,用模式资料分析发现:对流层中层具有的VWS是整层VWS的主要部分,台风强度变化滞后VWS的形态突变6h左右;双模态波状变化的VWS产生的次级环流和台风垂直环流的配置不同使台风强对流带结构变得不对称及眼墙区对流强度在垂直分布上变得不均匀,随着持续强盛期涡旋运动的增强,强对流带分布又趋于对称.又根据VWS形成的垂直方向上涡度力分布不均匀引起台风内中尺度滚轴状对流带不稳定发展原理,分析表明:对流层中、低层的涡度力有利于对流不稳定增强,垂直速度的最大值与风垂直廓线的拐点在同一高度上,这与理论模型的结论一致.因此,VWS的波状变化分布特征不仅影响台风强对流带中尺度结构的改变,也对台风持续强盛具有重要作用;同时也是台风内滚轴状对流带不稳定的可能启动机制.     

Development and evaluation of a storm surge warning system in Taiwan

An operational storm surge forecasting system aimed at providing warning information for storm surges has been developed and evaluated using four typhoon events. The warning system triggered by typhoon forecasts from Taiwan Cooperative Precipitation Ensemble Forecast Experiment (TAPEX) has been executed with two storm surge forecasting scenarios with and without tides. Three numerical experiments applying different meteorological inputs have been designed to assess the impact of typhoon forcing on storm surges. One uses synthetic wind fields, and the others use realistic wind fields with and without adjustments to the initial wind fields for the background circulation. Local observations from Central Weather Bureau (CWB) weather stations and tide gauge stations are used to evaluate the wind fields and storm surges from our numerical experiments. The comparison results show that the accuracy of the storm surge forecast is dominated by the track, the intensity, and the driving flow of a typhoon. When the structure of a typhoon is disturbed by Taiwan’s topography, using meteorological inputs from real wind fields can result in a better typhoon simulation than using inputs from synthetic wind fields. The driving flow also determines the impact of topography on typhoon movement. For quickly moving typhoons, storm forcing from TAPEX is reliable when a typhoon is strong enough to be relatively unaffected by environmental flows; otherwise, storm forcing from a sophisticated typhoon initialization scheme that better simulates the typhoon and environmental flows results in a more accurate prediction of storm surges. Therefore, when a typhoon moves slowly and interacts more with the topography and environmental flows, incorporating realistic wind fields with adjustments to the initial wind fields for the background circulation in the warning system will obtain better predictions for a typhoon and its resultant storm surges.     

高桩-混凝土承台式海上风电塔强振分析

对某个风电场的23座高桩-混凝土承台式海上风电塔进行了1年的强振监测,统计了其在台风、偏航冲击等作用力下的强振特性。监测数据分析发现:机舱对风向偏航时会引起塔筒强烈振动,且此类型强振现象持续时间达几十秒,有时振动加速度可超过10 m/s^2,每个月多达几百次;在某次台风作用下,塔筒的振动加速度接近10 m/s^2;施工船靠船时的碰撞引起塔筒的强振幅值接近15 m/s^2;通过分析风电塔1年运营期间的塔筒固有频率值,发现前3阶固有频率值、阻尼比未发现变化。监测结果表明:高桩-混凝土承台式风电塔在台风、机舱偏航,施工船碰撞时都会产生强烈振动。因此,机舱偏航和施工船碰撞引起风电塔的强振现象过于频繁发生,是风电塔疲劳损伤的重要因素。本文的研究成果可为此类型风电塔设计、运营安全监测及损伤诊断提供参考。     

野山河大桥动力特性分析

以野山河大桥简化模型为基础,分析了大跨度钢管混凝土平行拱和提篮拱的动力特性,并讨论了结构主要参数对其动力特性的影响.通过计算和分析得到了一些对工程建设有益的结论.     

泰安重力观测高频波动信号分析

系统分析了泰安重力观测资料正常和异常时信号的周期特征,研究了高频异常信号与台风、气压和强震之间的关系.结果表明:泰安重力观测正常时信号周期为2～4分钟,异常时信号周期只有2～3分钟,异常信号幅值约为正常信号的5倍;高频异常信号主要是由西太平洋洋面上生成的进入中国大陆或近海的台风引起的,占台风引起泰安重力出现高频异常信号的90%;重力高频信号与台风中心速度正相关,与台风距离负相关,并且随台风的结束高频信号也随之消失;少数高频异常信号与强震也有一定关系,占地震总数的17.24%;高频异常信号与气压变化无关.     

Seismic performance evaluation of steel arch bridges against major earthquakes. Part 1: dynamic analysis approach

In this study the inelastic behavior of steel arch bridges subjected to strong ground motions from major earthquakes is investigated by dynamic analyses of a typical steel arch bridge using a three‐dimensional (3D) analytical model, since checking seismic performance against severe earthquakes is not usually performed when designing such kinds of bridge. The bridge considered is an upper‐deck steel arch bridge having a reinforced concrete (RC) deck, steel I‐section girders and steel arch ribs. The input ground motions are accelerograms which are modified ground motions based on the records from the 1995 Hyogoken‐Nanbu earthquake. Both the longitudinal and transverse dynamic characteristics of the bridge are studied by investigation of time‐history responses of the main parameters. It is found that seismic responses are small when subjected to the longitudinal excitation, but significantly large under the transverse ground motion due to plasticization formed in some segments such as arch rib ends and side pier bases where axial force levels are very high. Finally, a seismic performance evaluation method based on the response strain index is proposed for such steel bridge structures. Copyright © 2004 John Wiley & Sons, Ltd.     

Typhoon-induced ocean responses off the southwest coast of Taiwan

Typhoons can cause substantial sea surface cooling (typically 2–4 °C), which is usually biased to the right side of the storm track. Under influence of the complex bathymetry of the southern Taiwan Strait (TS), two types of sea surface temperature (SST) response, cooling and warming, each associated with a different type of typhoon track were identified using satellite and mooring observations. When a typhoon moved westward (or northwestward) and passed through the TS (track A), the SST cooling in the TS was biased toward the left of the storm track. Numerical model results indicated that in track A, strong wind stress accelerates the flow east of the Taiwan Banks and drove the bottom flow to uplift due to the topography. Moreover, both wind stress and wind stress curl enhanced the Luzon loop. After the typhoon passed, the mean circulation was modified around strong cooling in the southern TS, causing more South China Sea surface water to be distributed to the Kuroshio region. However, when a typhoon moved westward (or northwestward) and passed south of the TS, SST warming was induced in the southern TS (track B). The model results indicated that when the typhoon passed to the south of the TS, the typhoon-induced horizontal divergent flow travelled to the north, where it encountered the shallower shelf of the TS that was confined to the water, causing warm water transported into this area to accumulate and downwelling to occur. This can be regarded as redistributing the heat content in the shelf area. After the typhoon, the thickened mixed layer resulting from downwelling prevented the formation of near-inertial waves and reduced the vertical mixing.     

Ocean response to typhoon Nuri (2008) in western Pacific and South China Sea

Typhoon Nuri formed on 18 August 2008 in the western North Pacific east of the Philippines and traversed northwestward over the Kuroshio in the Luzon Strait where it intensified to a category 3 typhoon. The storm weakened as it passed over South China Sea (SCS) and made landfall in Hong Kong as a category 1 typhoon on 22 August. Despite the storm’s modest strength, the change in typhoon Nuri’s intensity was unique in that it strongly depended on the upper ocean. This study examines the ocean response to typhoon Nuri using the Princeton Ocean Model. An ocean state accounting for the sea-surface temperature (SST) and mesoscale eddy field prior to Nuri was constructed by assimilating satellite SST and altimetry data 12 days before the storm. The simulation then continued without further data assimilation, so that the ocean response to the strong wind can be used to understand processes. It is found that the SST cooling was biased to the right of the storm’s track due to inertial currents that rotated in the same sense as the wind vector, as has previously been found in the literature. However, despite the comparable wind speeds while the storm was in western Pacific and SCS, the SST cooling was much more intense in SCS. The reason was because in SCS, the surface layer was thinner, the vorticity field of the Kuroshio was cyclonic, and moreover a combination of larger Coriolis frequency as the storm moved northward and the typhoon’s slower translational speed produced a stronger resonance between wind and current, resulting in strong shears and entrainment of cool subsurface waters in the upper ocean.     

Seismic fragility curves of as-built single-span masonry arch bridges

Masonry arch bridges are crucial elements in the railway transportation network throughout Europe. Although significant advances in seismic risk assessment of various bridge types have been made by developing fragility curves of generalized classes of structures, there are no comparable tools for masonry arch structures. In this context, this paper presents the construction of seismic fragility curves of single-span masonry bridges according to the limit analysis method. An iterative procedure is implemented to define the capacity curve of the equivalent single degree of freedom system through non-linear kinematic analysis. The process involves determination of the collapse mechanism, calculation of the limit load multiplier, and definition of the thrust line. The intrinsic variability of the seismic action is incorporated with the use of different sets of elastic spectra compatible with EC 8 Type-1 spectrum for various types of soil, with peak ground acceleration varying over the range 0.05–1.5 g. The fragility curves of the generalized classes of single-span masonry bridges are finally obtained from the effective ranges of the main geometric and material parameters affecting arch bridge capacity.