CN110285939A - Random crack growth suppression system for railway steel bridge joint welds based on vibration control - Google Patents
Random crack growth suppression system for railway steel bridge joint welds based on vibration control Download PDFInfo
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Abstract
本发明涉及一种基于振动控制的铁路钢桥节点焊缝随机裂纹扩展抑制系统，它包括：动位移数据采集系统模块、位移‑应力映射系统模块、三维裂纹扩展路径分析系统模块、裂纹尖端应力强度因子控制系统模块、振动作动器、随机裂纹扩展抑制系统模块；振动作动器连接在铁路钢桥的下方。本发明基于结构振动控制的原理，可以抑制铁路钢桥节点焊缝裂纹的扩展，保证桥梁结构的安全。
The invention relates to a vibration control-based random crack propagation suppression system for railway steel bridge joint welds, which includes: a dynamic displacement data acquisition system module, a displacement-stress mapping system module, a three-dimensional crack propagation path analysis system module, and crack tip stress intensity A factor control system module, a vibration actuator, and a random crack growth suppression system module; the vibration actuator is connected under the railway steel bridge. Based on the principle of structural vibration control, the invention can suppress the expansion of weld cracks in the joints of railway steel bridges and ensure the safety of the bridge structure.
Description
技术领域technical field
本发明涉及土木工程领域，特别涉及铁路钢桥节点焊缝随机裂纹扩展的抑制系统。The invention relates to the field of civil engineering, in particular to a suppression system for random crack propagation of weld seams of railway steel bridge joints.
背景技术Background technique
疲劳失效是铁路钢桥的主要危害之一。由于焊缝质量所导致的初始裂纹缺陷及其扩展，是引起铁路钢桥疲劳失效的重要因素之一。如放任焊缝初始裂纹发展而不加以整治，则会导致裂纹不断扩展直至破坏，引发灾难性的事故。传统处理焊缝裂纹的方式主要通过提高桥梁焊接工艺水平和进行严格的施工管理，尽量杜绝初始裂纹的产生。然而初始裂纹受到多重因素的影响，诸如人为因素，残余应力，温度，应力比等，此外有些裂纹会在桥梁服役一段时间后出现，因此其在时间和空间上的分布都具有很强的随机性和隐蔽性。所以传统的方法无法从根本上解决桥梁焊缝裂纹扩展问题。Fatigue failure is one of the main hazards of railway steel bridges. The initial crack defect and its propagation caused by the quality of the weld seam are one of the important factors causing the fatigue failure of railway steel bridges. If the initial cracks of the weld are allowed to develop without treatment, the cracks will continue to expand until they are destroyed, causing catastrophic accidents. The traditional way to deal with weld cracks is mainly to prevent the occurrence of initial cracks as much as possible by improving the level of bridge welding technology and implementing strict construction management. However, the initial cracks are affected by multiple factors, such as human factors, residual stress, temperature, stress ratio, etc. In addition, some cracks will appear after the bridge has been in service for a period of time, so its distribution in time and space is very random and concealment. Therefore, traditional methods cannot fundamentally solve the problem of bridge weld crack growth.
为此，有必要发明一种抑制铁路钢桥节点焊缝随机裂纹扩展的系统，使得无论裂纹分布的随机性和隐蔽性如何，都能保证裂纹不再扩展。For this reason, it is necessary to invent a system for suppressing the random crack propagation of the joint welds of railway steel bridges, so that no matter how random and concealed the crack distribution is, the cracks can be guaranteed not to propagate.
发明内容Contents of the invention
本发明所要解决的技术问题是：提供一种基于振动控制的铁路钢桥节点焊缝随机裂纹扩展抑制系统，它基于结构振动控制的原理，可以抑制铁路钢桥节点焊缝裂纹的扩展，保证桥梁结构的安全。The technical problem to be solved by the present invention is to provide a vibration control-based random crack propagation suppression system for railway steel bridge joint welds. Based on the principle of structural vibration control, it can inhibit the expansion of railway steel bridge joint weld cracks and ensure structural safety.
本发明解决其技术问题所采用的技术方案是：The technical solution adopted by the present invention to solve its technical problems is:
基于振动控制的铁路钢桥节点焊缝随机裂纹扩展抑制系统，它包括：A random crack growth suppression system for railway steel bridge joint welds based on vibration control, which includes:
采集铁路钢桥节点区域的动位移响应时程的动位移数据采集系统模块、The dynamic displacement data acquisition system module for collecting the dynamic displacement response time history of the railway steel bridge node area,
将采集到的动位移时程数据转变为动应力时程数据的位移-应力映射系统模块、A displacement-stress mapping system module that converts the collected dynamic displacement time-history data into dynamic stress time-history data,
根据初始裂纹开裂面的锯齿状几何特征，通过映射模块中所获取的裂纹尖端区域实时动应力，得到裂纹扩展长度和方向的三维裂纹扩展路径分析系统模块、According to the jagged geometric characteristics of the initial crack opening surface, the real-time dynamic stress of the crack tip area obtained in the mapping module is obtained to obtain the three-dimensional crack propagation path analysis system module of the crack propagation length and direction,
输入裂纹尖端区域实时动应力、裂纹扩展长度和方向，计算分析裂纹不发生继续扩展时所需的控制力方向和大小的裂纹尖端应力强度因子控制系统模块、Input the real-time dynamic stress in the crack tip area, the length and direction of crack extension, and calculate and analyze the crack tip stress intensity factor control system module required to control the direction and magnitude of the force when the crack does not continue to expand,
振动作动器、vibration actuator,
向振动作动器输入控制信号，启动振动作动器产生振动控制力将铁路钢桥节点焊缝随机裂纹尖端因子限定在钢材阈值范围内的随机裂纹扩展抑制系统模块；Input the control signal to the vibration actuator, start the vibration actuator to generate vibration control force, and limit the random crack propagation suppression system module of the random crack tip factor of the weld of the railway steel bridge node within the steel threshold range;
振动作动器连接在铁路钢桥的下方。Vibration actuators are attached to the underside of the railway steel bridge.
上述方案中，所述振动作动器悬挂在铁路钢桥下部。In the above solution, the vibration actuator is suspended at the lower part of the railway steel bridge.
上述方案中，所述振动作动器设置在铁路钢桥下弦杆之间，且横向设置。In the above solution, the vibration actuator is arranged between the lower chords of the railway steel bridge, and arranged laterally.
上述系统的工作原理为：The working principle of the above system is:
(1)动位移数据采集系统模块：用于当列车过桥时自动采集铁路钢桥节点动位移响应时程信号，并将这些信号传输到动位移数据采集模块作为节点裂纹扩展分析所需的动位移边界条件。(1) Dynamic displacement data acquisition system module: it is used to automatically collect the dynamic displacement response time history signals of railway steel bridge nodes when the train passes the bridge, and transmit these signals to the dynamic displacement data acquisition module as the dynamic data required for the crack growth analysis of the nodes. Displacement boundary conditions.
(2)位移-应力转化的映射系统模块：用于将常规控制作用效果的结构动位移或速度等指标向疲劳评估所需的动应力指标相应的映射转换。首先将桥梁上所接收动位移传感器的信息进行处理得到铁路钢桥节点的边界动位移响应，然后将该采集位移施加到有限元软件多尺度模型中的壳体模型上，从而可将分析疲劳裂纹扩展所需的铁路钢桥节点边界动位移写入到边界存储文件中。再将边界存储文件作为输入条件传递到多尺度模型的实体模型中，最后通过对铁路钢桥焊缝节点子模型应力分析，获得铁路焊缝节点危险区域的实时动应力，从而实现动位移指标向疲劳裂纹扩展所需要的动应力指标的映射。(2) Displacement-stress conversion mapping system module: it is used to map and convert the structural dynamic displacement or velocity and other indicators of the conventional control effect to the dynamic stress indicators required for fatigue assessment. First, the information received by the dynamic displacement sensor on the bridge is processed to obtain the boundary dynamic displacement response of the railway steel bridge node, and then the collected displacement is applied to the shell model in the multi-scale model of the finite element software, so that the fatigue crack can be analyzed The dynamic displacement of the node boundary of the railway steel bridge required for expansion is written into the boundary storage file. Then, the boundary storage file is transferred to the solid model of the multi-scale model as the input condition. Finally, through the stress analysis of the sub-model of the railway steel bridge weld joint sub-model, the real-time dynamic stress of the dangerous area of the railway weld joint is obtained, so as to realize the dynamic displacement index to Mapping of dynamic stress indices required for fatigue crack growth.
(3)输入裂纹尖端区域实时动应力，得到裂纹扩展长度和方向的三维裂纹扩展路径分析系统模块：该模块主要根据初始裂纹开裂面的锯齿状几何特征，通过映射模块中所获取的危险开裂点处的裂纹尖端区域实时动应力，实现铁路钢桥焊缝初始裂纹的三维裂纹扩展路径跟踪分析。(3) Input the real-time dynamic stress in the crack tip area, and obtain the three-dimensional crack propagation path analysis system module of the crack propagation length and direction: this module is mainly based on the zigzag geometric characteristics of the initial crack cracking surface, and the dangerous cracking points obtained in the mapping module The real-time dynamic stress of the crack tip area at the center is used to realize the three-dimensional crack propagation path tracking analysis of the initial crack of the railway steel bridge weld.
(4)输入裂纹尖端区域实时动应力、裂纹扩展长度和方向，计算分析裂纹不发生继续扩展时所需的控制力方向和大小的裂纹尖端应力强度因子控制系统模块：该模块与前述动位移数据采集系统模块、位移-应力转化的映射系统模块、三维裂纹扩展路径分析系统模块相连接，基于断裂力学原理获取裂纹尖端处的应力强度因子，控制裂纹尖端应力强度因子小于材料阈值。(4) Input the real-time dynamic stress, crack extension length and direction in the crack tip area, and calculate and analyze the crack tip stress intensity factor control system module required to control the force direction and size when the crack does not continue to expand: this module is related to the aforementioned dynamic displacement data The acquisition system module, the displacement-stress conversion mapping system module, and the three-dimensional crack propagation path analysis system module are connected, and the stress intensity factor at the crack tip is obtained based on the principle of fracture mechanics, and the stress intensity factor at the crack tip is controlled to be less than the material threshold.
(5)向振动作动器输入控制信号，启动振动作动器产生振动控制力将铁路钢桥节点焊缝随机裂纹尖端因子限定在钢材阈值范围内的随机裂纹扩展抑制系统模块：该模块根据设置在桥梁上的结构振动控制装置，接收裂纹尖端应力强度因子控制系统模块传输过来的信号，计算出控制力大小，启动振动作动器，产生相应控制力，减小结构响应，映射减小结构应力，裂纹尖端应力因子控制在材料阈值范围内，即可完成铁路钢桥节点焊缝随机裂纹扩展的抑制。(5) Input the control signal to the vibration actuator, start the vibration actuator to generate vibration control force, and limit the random crack growth suppression system module of the random crack tip factor of the railway steel bridge joint weld within the steel threshold range: the module is set according to the The structural vibration control device on the bridge receives the signal transmitted by the crack tip stress intensity factor control system module, calculates the magnitude of the control force, activates the vibration actuator, generates the corresponding control force, reduces the structural response, and maps to reduce the structural stress , the stress factor at the crack tip is controlled within the material threshold range, and the random crack propagation of the weld of the railway steel bridge joint can be suppressed.
本发明的优点还在于：即使铁路钢桥焊缝初始裂纹在时间和空间上的分布具有很强的随机性和隐蔽性，该系统无需检测出裂纹发生的位置，只需通过控制原理对铁路钢桥节点焊缝裂纹尖端的应力强度因子值控制在一定的阈值范围内，那么无论该焊缝裂纹产生位置或发生时间的随机性和隐蔽性如何，都能有效抑制裂纹的继续扩展。本发明能大幅改善铁路钢桥的抗疲劳特性，具有较大的实际工程应用价值。The advantage of the present invention is also that: even if the distribution of the initial cracks of the railway steel bridge weld seam has strong randomness and concealment in time and space, the system does not need to detect the location of the cracks, and only needs to control the railway steel bridge through the control principle. If the stress intensity factor value at the tip of the weld crack at the bridge joint is controlled within a certain threshold range, the crack propagation can be effectively suppressed regardless of the randomness and concealment of the weld crack location or occurrence time. The invention can greatly improve the anti-fatigue characteristics of the railway steel bridge, and has great practical engineering application value.
附图说明Description of drawings
下面将结合附图及实施例对本发明作进一步说明，附图中：The present invention will be further described below in conjunction with accompanying drawing and embodiment, in the accompanying drawing:
图1为本发明结构示意图。Fig. 1 is a schematic diagram of the structure of the present invention.
图2为本发明实施例的传感器布置图。Fig. 2 is a sensor arrangement diagram of an embodiment of the present invention.
图3为桥梁竖向振动控制装置布置图。Figure 3 is a layout diagram of the bridge vertical vibration control device.
图4为桥梁水平振动控制装置布置图。Figure 4 is a layout diagram of the horizontal vibration control device of the bridge.
图5为本发明实施例的系统框图。Fig. 5 is a system block diagram of an embodiment of the present invention.
具体实施方式Detailed ways
为了使本发明的目的、技术方案及优点更加清楚明白，以下结合附图及实施例，对本发明进行进一步详细说明。应当理解，此处所描述的具体实施例仅用以解释本发明，并不用于限定本发明。In order to make the object, technical solution and advantages of the present invention clearer, the present invention will be further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described here are only used to explain the present invention, not to limit the present invention.
如图1、2所示，本发明基于振动控制的铁路钢桥节点焊缝随机裂纹扩展抑制系统实施例包括：As shown in Figures 1 and 2, embodiments of the vibration control-based random crack propagation suppression system for railway steel bridge joint welds in the present invention include:
采集铁路钢桥节点区域的动位移响应时程的动位移数据采集系统模块、The dynamic displacement data acquisition system module for collecting the dynamic displacement response time history of the railway steel bridge node area,
将采集到的动位移时程数据转变为动应力时程数据的位移-应力映射系统模块、A displacement-stress mapping system module that converts the collected dynamic displacement time-history data into dynamic stress time-history data,
根据初始裂纹开裂面的锯齿状几何特征，通过映射模块中所获取的裂纹尖端区域实时动应力，得到裂纹扩展长度和方向的三维裂纹扩展路径分析系统模块、According to the jagged geometric characteristics of the initial crack opening surface, the real-time dynamic stress of the crack tip area obtained in the mapping module is obtained to obtain the three-dimensional crack propagation path analysis system module of the crack propagation length and direction,
输入裂纹尖端区域实时动应力、裂纹扩展长度和方向，计算分析裂纹不发生继续扩展时所需的控制力方向和大小的裂纹尖端应力强度因子控制系统模块、Input the real-time dynamic stress in the crack tip area, the length and direction of crack extension, and calculate and analyze the crack tip stress intensity factor control system module required to control the direction and magnitude of the force when the crack does not continue to expand,
振动作动器、vibration actuator,
向振动作动器输入控制信号，启动振动作动器产生振动控制力将铁路钢桥节点焊缝随机裂纹尖端因子限定在钢材阈值范围内的随机裂纹扩展抑制系统模块；Input the control signal to the vibration actuator, start the vibration actuator to generate vibration control force, and limit the random crack propagation suppression system module of the random crack tip factor of the weld of the railway steel bridge node within the steel threshold range;
如图3、4所示，振动作动器连接在铁路钢桥的下方。接收随机裂纹扩展抑制系统模块发出的控制力指令，启动装置进行振动控制。As shown in Figures 3 and 4, the vibration actuator is connected under the railway steel bridge. Receive the control force command issued by the random crack growth suppression system module, and start the device for vibration control.
本发明的动位移数据采集系统模块包括动位位移传感器1和采集仪2，动位位移传感器1和采集仪2安装在桥梁上。动位位移传感器1用于采集列车过桥时危险节点边界的位移响应并将信息通过有线的方式传递给采集仪2。为了获取准确有效的位移信息，动位位移传感器1应该在危险节点的所有连接杆件上布置，且根据圣维南原理，应布置在距离危险节点轴线中心2-3m处的杆件受力截面的上下(或左右)位置，如图2所示。采集仪用于接收位移传感器的信息，将信息进行放大等处理后通过无线发射器3传递至无线接收器4。由于桥墩处比较稳固且有较大自由空间，故将采集仪布置在桥墩上，如图2所示。The dynamic displacement data acquisition system module of the present invention includes a dynamic displacement sensor 1 and an acquisition instrument 2, and the dynamic displacement sensor 1 and the acquisition instrument 2 are installed on the bridge. The dynamic position displacement sensor 1 is used to collect the displacement response of the dangerous node boundary when the train crosses the bridge and transmit the information to the collector 2 by wire. In order to obtain accurate and effective displacement information, the dynamic displacement sensor 1 should be arranged on all the connecting rods of the dangerous nodes, and according to Saint-Venant's principle, it should be arranged on the force section of the rods 2-3m away from the axis center of the dangerous nodes The up and down (or left and right) positions, as shown in Figure 2. The acquisition instrument is used to receive the information of the displacement sensor, amplify the information and transmit it to the wireless receiver 4 through the wireless transmitter 3 . Since the pier is relatively stable and has a large free space, the collector is arranged on the pier, as shown in Figure 2.
无线接收器4收到位移信息后先进行容错、纠偏处理，然后在计算机5中进行映射分析，如图5所示，计算机5获得焊缝节点切割边界的位移并将其施加到有限元软件多尺度模型中的壳体模型6上，考虑到计算效率，壳体模型6采用壳体单元建模。通过分析求得壳体有限元模型响应，再切割边界位移将其施加到多尺度实体模型7上，其中多尺度实体模型7采用实体单元建模，切割边界位移的实现方法为有限元子模型法在边界位置上进行旋转插值。最后对多尺度实体模型7实现焊缝节点分析，从而获得焊缝节点动应力，实现位移指标向疲劳裂纹扩展需要的动力学指标的映射。After the wireless receiver 4 receives the displacement information, it first performs error tolerance and deviation correction processing, and then performs mapping analysis in the computer 5, as shown in Figure 5, the computer 5 obtains the displacement of the cutting boundary of the weld joint and applies it to the finite element software multiple On the shell model 6 in the scale model, considering the calculation efficiency, the shell model 6 is modeled by shell elements. Obtain the response of the shell finite element model through analysis, then cut the boundary displacement and apply it to the multi-scale solid model 7, in which the multi-scale solid model 7 is modeled by solid elements, and the cutting boundary displacement is realized by the finite element sub-model method Rotational interpolation is performed on the boundary positions. Finally, the multi-scale solid model 7 is implemented to analyze the weld joints, so as to obtain the dynamic stress of the weld joints, and realize the mapping from the displacement index to the dynamic index required for fatigue crack growth.
考虑几何参数的三维裂纹扩展路径分析中心8对上述实体模型7分析可以得到扩展路径和寿命。首先对实体模型分析7中各杆件应力时程进行雨流计数，提取出应力幅值较大的数值，并基于等效损伤量法将各杆件应力幅值合成等效应力幅值Δσeq，即可将动应力荷载转化为静力荷载。然后将等效应力幅值Δσeq施加到带三维裂纹的实体模型中，可计算出裂纹尖端处等效应力强度因子。接着利用等效应力强度因子计算循环次数N，根据MTS准则求得扩展角度以及假定的扩展步长确定下一步裂纹尖端，如此反复直至达到裂纹扩展长度af，再基于断裂力学中的FORMAN公式可以求出每一扩展步需要的循环次数，最终获得裂纹的扩展路径和总的循环次数(寿命)。The three-dimensional crack propagation path analysis center 8 considering geometric parameters analyzes the above-mentioned solid model 7 to obtain the propagation path and life. Firstly, the rainflow counting is performed on the stress time history of each member in the solid model analysis 7, and the value with a larger stress amplitude is extracted, and based on the equivalent damage method, the stress amplitude of each member is synthesized into an equivalent stress amplitude Δσ eq , the dynamic stress load can be converted into static load. Then the equivalent stress amplitude Δσ eq is applied to the solid model with a three-dimensional crack, and the equivalent stress intensity factor at the crack tip can be calculated. Then use the equivalent stress intensity factor to calculate the number of cycles N, obtain the propagation angle according to the MTS criterion and the assumed propagation step size to determine the next crack tip, and repeat until the crack propagation length a f is reached, and then based on the FORMAN formula in fracture mechanics, Calculate the number of cycles required for each expansion step, and finally obtain the crack propagation path and the total number of cycles (life).
应力强度因子控制中心9根据应力强度因子阈值的确定对上述扩展路径分析中心8的结果进行分析，如果应力强度因子过大，则计算出安装在桥梁上振动作动器(振动控制装置10)的数量和出力大小数值，并发出控制指令。具体为：首先在FORTRAN软件中编写全桥壳体模型程序，并完成振动控制分析，然后获得控制后钢桥节点切割边界的位移条件。将该位移条件施加到扩展路径分析中心8进行分析，即可计算出控制后裂纹尖端应力强度因子，其数值大小必定要小于无控前的数值。根据预先设定的应力强度因子目标，以及得到的反馈，不断调整控制系统的参数进行优化，最终即可计算出桥梁上振动控制装置10的数量和出力大小。The stress intensity factor control center 9 analyzes the results of the above-mentioned extended path analysis center 8 according to the determination of the stress intensity factor threshold, and if the stress intensity factor is too large, then calculates the vibration actuator (vibration control device 10) installed on the bridge. Quantity and output value, and issue control instructions. The details are as follows: first, program the full bridge shell model in FORTRAN software, and complete the vibration control analysis, and then obtain the displacement conditions of the steel bridge node cutting boundary after control. Applying this displacement condition to the expansion path analysis center 8 for analysis, the stress intensity factor of the crack tip after control can be calculated, and its value must be smaller than that before no control. According to the preset stress intensity factor target and the obtained feedback, the parameters of the control system are continuously adjusted for optimization, and finally the number and output of the vibration control devices 10 on the bridge can be calculated.
桥梁上的振动作动器接收到应力强度因子控制中心9的指令后开始进行振动控制，减小桥梁结构整体响应，也减小了随机裂纹处的应力强度因子，抑制了裂纹扩展。振动控制装置可以布置在钢桥跨中或响应最大处的下弦杆上，装置的选择是多样性的，可以为主动控制装置、被动控制装置、半主动控制装置。布置方案有两种，一种是在跨中节点邻近的下弦杆上直接悬挂布置调谐质量阻尼器(竖向振动控制)，如图3；另一种方案是在桥梁下弦杆中间横向设置阻尼器(水平振动控制)，通过一个提供弯矩臂的钢构件安装在桥跨节点下弦杆处，如图4。至此实现了该系统对铁路钢桥节点焊缝随机裂纹扩展的抑制。The vibration actuator on the bridge starts to control the vibration after receiving the command of the stress intensity factor control center 9, which reduces the overall response of the bridge structure, and also reduces the stress intensity factor at the random crack, and suppresses the crack growth. The vibration control device can be arranged in the mid-span of the steel bridge or on the lower chord where the response is the largest. The selection of the device is diverse, and it can be an active control device, a passive control device, or a semi-active control device. There are two layout schemes, one is to directly hang and arrange tuned mass dampers (vertical vibration control) on the lower chord adjacent to the mid-span node, as shown in Figure 3; the other is to install dampers horizontally in the middle of the bridge lower chord (horizontal vibration control), installed at the lower chord of the bridge span node through a steel member providing a moment arm, as shown in Figure 4. So far, the system has realized the suppression of random crack growth in the joint welds of railway steel bridges.
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