四索面双塔联体分幅斜拉桥塔结构模型试验研究

为确保联塔分幅斜拉桥中塔结构的安全可靠,以宁波甬江特大桥为工程背景,进行整体桥塔3:40缩尺模型的2种斜拉索分级加载试验,以研究联塔结构的力学行为.在满足目标状态要求的前提下,以斜拉索数量最少为原则,确定试验中斜拉索的优化布置及相应的优化索力.试验测得的结构变形、控制断面应力和斜拉索的索力与计算值吻合较好.试验结果表明:斜拉索数量最少优化方法在达到预期目标的同时提高了斜拉索的利用率;在2种工况加载过程中,未出现结构开裂情况,结构的变形和受力安全、合理,结构整体受力性能良好,但联塔部位混凝土出现局部拉应力,为相对薄弱部位.     

岭脚隧道施工过程围岩及支护结构应力响应数值分析

为了得到隧道开挖过程周围围岩及支护结构的应力响应规律,文章以岑水高速公路岭脚隧道为研究对象,通过应用有限元分析软件MIDAS/GTS,对施工过程围岩与支护结构的应力响应规律进行了数值模拟,分析隧道施工中的围岩应力状况。     

格宾成套防护技术在山西省闻喜至济源高速公路中的应用与研究

依托我国北方第一座高速公路临河路基采用格宾防护结构（山西省闻喜至济源高速公路k21＋050～k22＋100左侧护脚墙加铺河底护砌，k22＋100-k22＋930左侧采用格宾挡墙、加筋格宾陡坡、雷诺护垫河底护砌），阐述格宾成套防护技术在临河路基中应用的优势，并且以岩土工程专业边坡稳定分析软件Geoslope／W为研究平台，对该加筋格宾陡坡的稳定性进行了评价。     

Westward moving waves or eddies (Storms) on the Subtropical/Azores Front near 32.5°N? Interpretation of the Eulerian currents and temperature records at moorings 155 (35.5°W) and 156 (34.4°W)

Three Argos buoy-years of Lagrangian data in westward-moving cyclonic eddies, or Storms, near 32.5°N, together with hydrographic measurements, have shown that Storms move westward at nearly 3 km day⁻¹. Water in eddies can be trapped and moved westward by advection within the eddy or by phase propagation of the eddy pattern, so we cannot say that the flow field (or Eulerian mean) is 3 km day⁻¹ westward. Two moorings (155 and 156) deployed in the Storm Corridor have provided a further 8 instrument-years of Eulerian data. The temperature and current records confirmed that two Storms a year passed each mooring over the 2-year measurement period. As expected, there is a lag of 1.3 month at mooring 155 (which is 102 km to the west of mooring 156) with respect to conditions at mooring 156. The progressive vector diagrams (PVDs) derived from the current meter records exhibit fairly regular X (east or zonal) and Y (north or meridional) displacement scales that repeat with semi-annual periodicity (SAP). The dominant current signal is the north component of the SAP, which reaches an amplitude of 18 cm s⁻¹ for the upper layer or near surface current record (242-m depth). The geostrophic north component values derived from altimetry were in good agreement with the upper layer current meter measurements. The large north component amplitude was not interpreted as evidence for Rossby Waves but rather due to the passage of nine eddies (eight complete) of alternate sign (cyclonic, anticyclonic) passing the mooring rigs during the 2-year deployment period. The Y scale shows that the near surface characteristic or mean maximum azimuthal speed is about 35 cm s⁻¹ for cyclonic eddies or Storms, and that this value is reduced to 4 cm s⁻¹ at 1400-m depth. The residual or mean Eulerian currents range from 8 cm s⁻¹ for the upper layer currents to 1 cm s⁻¹ for the deeper currents at 1400-m depth and are predominantly westward. Simple theoretical considerations and idealised numerical simulations show that the mean westward Eulerian current depends markedly on whether the eddy centres pass to the north or south of the rigs. This raises the question as to what do we mean by Eulerian residual currents, even for relatively long records (2 years). It is shown that the strong near surface westward current (6 km day⁻¹) measured at mooring 155 is largely due to a westward-moving eddy field with variable centre offsets. The magnitude of the near surface east–west component of flow was estimated as eastward at 2 cm s⁻¹. The north–south component of mean flow was southward at 2 cm s⁻¹. The deeper records gave a weak westward flow of 1 cm s⁻¹ but did not show a significant southward component for the mean Eulerian flow field. 7.4 float-years of Lagrangian ALACE data in the Subtropical Front region near 740 dbar gave mean east–west flows that were <0.5 cm s⁻¹. Overall, it is shown that the eddy structures propagate westward mainly by phase propagation (i.e. a westward-moving pattern with no westward advection for the current meter to measure), though plane Rossby Wave dynamics appeared inappropriate. Theoretical and modeling considerations show that a speed of 3-km day⁻¹ westward is too large a value for the self-advection of eddies due to the beta effect.     

高速铁路跨度132m钢桁梁正交异性板桥面系横肋开孔处应力分析

为了保证正交异性板的整体性,纵梁、纵肋通常连续通过横梁、横肋,横梁(肋)在相交处需相应开孔。横梁(肋)开孔处由于承受面内及面外的应力,使得该部分的应力非常复杂,是桥面系的薄弱环节,合理的构造处理及开孔形式能够改善该部分的应力集中,优化桥面设计,延长桥面系使用寿命。通过对桥面系板单元有限元分析,总结出该部分受力特点及影响因素,并对开孔方式的影响进行了定性分析。     

青岛市红岛—胶南城际轨道交通先张U梁设计

为了解决U梁在海洋性气候特点下的耐久性问题和分析U梁空间受力特点,青岛市红岛-胶南城际轨道交通(青岛R3线)在总结以往U梁设计经验的基础上,在国内首次自主设计并采用先张法U梁。采用BSAS软件和Midas/civil软件分别建立平面杆系模型和空间三维实体单元模型进行分析对比,发现U梁截面应力不均匀,且实体单元应力安全储备值小于平面杆系模型计算结果,并通过分析截面横向应力的不均匀性,找出横向薄弱点,确定横向配筋。通过对比分析,确保桥梁结构安全,对类似工程U梁设计具有一定的参考借鉴意义。     

大跨度铁路斜拉桥换索方案设计与受力性能分析

由于斜拉索安全性病害和功能退化,斜拉桥在运营一定年限后需进行拉索更换。以某大跨双线铁路斜拉桥为工程背景,提出一种适用于铁路斜拉桥的斜拉索更换方案,该方案仅对出现病害的单根拉索进行拆除更换,无需中断桥上铁路行车。基于空间非线性有限元手段,计算拉索更换所致结构效应。结果表明,拉索更换会引起轻微的主梁线形不平顺和结构竖向刚度降低,桥面列车需作限速通行要求,换索状态下,桥梁各构件受力均满足规范要求,本文提出的换索方案是安全可行的。结合计算结果,针对换索方案的拉索张拉工艺和施工条件提出建议,以保证换索施工全过程的桥梁受力合理性。     

金水沟特大桥弹塑性抗震分析

为了深入了解高墩大跨预应力混凝土刚构连续梁桥在罕遇地震下结构的反应特征,利用Midas/Civil软件,混凝土和钢筋分别采用Mander本构关系和修正梅内戈托与平托本构关系,建立结构的纤维模型,对金水沟特大桥进行罕遇地震下的弹塑性抗震分析。分析结果表明,纤维模型可以有效模拟结构地震下的反应,在罕遇地震下的强度与变形均满足规范,满足"大震不倒"的抗震设防要求,并且还有一定的安全储备;对于金水沟这类高墩大跨刚构连续梁桥,横桥向墩底为控制截面,顺桥向连续梁墩墩底、刚构墩的墩顶与墩底均为控制截面,并且结构顺桥向的地震力较横桥向更为控制结构设计。     

城市铁路沿线土地再开发方式研究

研究目的:城市既有铁路沿线土地开发强度一般都很低,但当其参与城市轨道交通运营后,必然带动沿线土地的再开发,本文对这种特定的地块进行研究,探讨铁路参与城市轨道交通后促进沿线土地增值的问题,研究该特殊地块的再开发方式.研究结论:城市铁路沿线土地由于其地块的特殊性,其开发强度目前都很低,随着城市结构和城市形态的不断调整,城市既有铁路参与城市交通成为必然趋势,从而引起沿线土地用地性质的调整,进而促使土地增值,最终导致沿线土地的再开发.既有铁路参与城市轨道交通带动周边土地的再开发--即以铁路为主动脉,规划建设以轨道站点为核心的TOD开发区模式.     

城市交通隧道深基坑双排桩支护结构的计算研究

在"分配模型"、"相互作用模型"等两种情况下,采用荷载结构法分别对双排桩进行计算,得出桩体水平位移及弯矩,并对两种模型计算结果进行对比分析,得出桩体水平位移差别不大,而弯矩有一定的差距;并把计算结果与实测数据进行对比,得出"相互作用模型"计算结果更为合理,对双排桩支护结构的计算具有一定的指导意义。