A Monitoring Method for Transmission Tower Foots Displacement Based on Wind-Induced Vibration Response

The displacement of transmission tower feet can seriously affect the safe operation of the tower,and the accuracy of structural health monitoring methods is limited at the present stage.The application of deep learning method provides new ideas for structural health monitoring of towers,but the current amount of tower vibration fault data is restricted to provide adequate training data for Deep Learning(DL).In this paper,we propose a DT-DL based tower foot displacement monitoring method,which firstly simulates the wind-induced vibration response data of the tower under each fault condition by finite element method.Then the vibration signal visualization and Data Transfer(DT)are used to add tower fault data samples to solve the problem of insufficient actual data quantity.Subsequently,the dynamic response test is carried out under different tower fault states,and the tower fault monitoring is carried out by the DL method.Finally,the proposed method is compared with the traditional online monitoring method,and it is found that this method can significantly improve the rate of convergence and recognition accuracy in the recognition process.The results show that the method can effectively identify the tower foot displacement state,which can greatly reduce the accidents that occurred due to the tower foot displacement.

Research on wind-induced responses of a large-scale membrane structure

The wind-induced responses of a large-scale membrane structure, Expo Boulevard, are evaluated in this study. To obtain the wind pressure distribution on the roof surface, a wind tunnel test is performed. A brief analysis of wind pressure on the membrane roof is conducted first and then an analysis of the wind-induced responses of the structure is carried out using a numerical integral method in the time domain. In the process of calculation, the geometrical nonlinearity is taken into account. Results indicate that mean, RSM and peak values of the structure responses increase nonlinearly while the approaching flow velocity increases. Strong nonlinear characteristics are observed in the displacement responses, whereas the responses of nodal stress and cable axial force show minimal nonlinear properties when the membrane structure is subjected to wind loads. Different values of the damping ratio only have a minimal impact on the RSM response of the structure because the background component is a dominant part of the total dynamic response and the resonant component is too small. As the damping ratio increases from 0.02 to 0.05, the RMS responses of vertical displacement, nodal stress and cable axial force decrease by 8.1%, 6.7% and 17.9%, respectively. Since the mean component plays a significant role in the wind-induced response, the values of the gust response factor are not high for Expo Boulevard.

Wind-induced responses of super-large cooling towers

Traditional gust load factor(GLF)method,inertial wind load(IWL)method and tri-component method(LRC+IWL)cannot accurately analyze the wind-induced responses of super-large cooling towers,so the real combination formulas of fluctuating wind-induced responses and equivalent static wind loads(ESWLSs)were derived based on structural dynamics and random vibration theory.The consistent coupled method(CCM)was presented to compensate the coupled term between background and resonant response.Taking the super-large cooling tower(H=215 m)of nuclear power plant in Jiangxi Province,China,which is the highest and largest in China,as the example,based on modified equivalent beam-net design method,the aero-elastic model for simultaneous pressure and vibration measurement of super-large cooling tower is firstly carried out.Then,combining wind tunnel test and CCM,the effects of self-excited force on the surface pressures and wind-induced responses are discussed,and the wind-induced response characteristics of background component,resonant component,coupled term between background and resonant response,fluctuating responses,and wind vibration coefficients are discussed.It can be concluded that wind-induced response mechanism must be understood to direct the wind resistant design for super-large cooling towers.

Effects of high modes on the wind-induced response of super high-rise buildings

For super high-rise buildings, the vibration period of the basic mode is several seconds, and it is very close to the period of the fluctuating wind. The damping of super high-rise buildings is low, so super high-rise buildings are very sensitive to fluctuating wind. The wind load is one of the key loads in the design of super high-rise buildings. It is known that only the basic mode is needed in the wind-response analysis of tall buildings. However, for super high-rise buildings, especially for the acceleration response, because of the frequency amplification of the high modes, the high modes and the mode coupling may need to be considered. Three typical super high-rise projects with the SMPSS in wind tunnel tests and the random vibration theory method were used to analyze the effect of high modes on the wind-induced response. The conclusions can be drawn as follows. First, for the displacement response, the basic mode is dominant, and the high modes can be neglected. Second, for the acceleration response, the high modes and the mode coupling should be considered. Lastly, the strain energy of modes can only give the vibration energy distribution of the high-rise building, and it cannot describe the local wind-induced vibration of high-rise buildings, especially for the top acceleration response.

Wind-induced response analysis of conical membrane structures

Conical membrane structures are a typical form of tensile membrane structures. In the past, most studies focused on the static performance, but few on dynamic performance. In this paper, systematic parameter analysis of wind-induced response of conical membrane structures has been performed with nonlinear random simulation method in a time domain, by considering some parameters, such as span, rise-span ratio, prestress of membrane, and characteristic of the approaching wind flow. Moreover, formulas of the dynamic coefficient and nonlinear adjustment factor are advised, which can be conveniently used in wind-resistant design of conical membrane structures.

Wind-Induced Response Characteristics of a Tall Building from GPS and Accelerometer Measurements

The main objectives of the research are to characterize the wind-induced resonant and slowly-varying (quasi-static) responses of a tall building under ambient wind excitations based on GPS measurements. The equipment used includes two sets of orthogonally aligned accelerometers, two GPS receivers and an ultrasonic anemometer. The natural frequencies of the wind-induced vibration of the tall building are determined by carrying out spectral analysis of the measured time series of acceleration. The time series are also used to estimate the structural damping with the random decrement technique (RDT). The results show that GPS can be effectively used to measure the resonant and slowly-varying responses of tall buildings with 3D mode shapes under wind excitations. The results from the GPS and the accelerometers agree well with each other in both the time and frequency domains.

An improved algorithm for numerical calculation of seismic response spectra

The information of seismic response spectra is key to many problems concerned with aseismic structure and is also helpful for earthquake disaster relief if it is generated in time when earthquake happens. While current numerical calculation methods suffer from poor precision, especially in frequency band near Nyquist frequency, we present a set of improved parameters for precision improvement. It is shown that precision of displacement and velocity response spectra are both further improved compared to current numerical algorithms. A uniform fitting formula is given for computing these parameters for damping ratio range of 0.01-0.9, quite convenient for practical application.

Range of applicability of real mode superposition approximation method for seismic response calculation of non-classically damped industrial buildings

An industrial building is a non-classically damped system due to the different damping properties of the primary structure and equipment.The objective of this paper is to quantify the range of applicability of the real model superposition approximation method to the seismic response calculation of industrial buildings.The analysis using lumped mass-and-shear spring models indicates that for the equipment-to-structure frequency ratiosγf>1.1 orγf<0.9,the non-classical damping effect is limited,and the real mode superposition approximation method provides accurate estimates.For 0.9<γf<1.1,the system may have a pair of closely spaced frequency modes,and the non-zero off-diagonal damping terms have a non-negligible effect on the damping ratios and mode shape vectors of these modes.For 0.9<γf<1.1 and the equipment-to-structure mass ratiosγm<0.07,the real mode superposition approximation method results in large errors,while the approximation method can provide an accurate estimation for 0.9<γf<1.1 andγm>0.07.Furthermore,extensive parametric analyses are conducted,where both steel structures and reinforced concrete structures with equipment with various damping ratios are considered.Finally,the finite element analysis of a five-story industrial building is adopted to validate the proposed range of applicability.

Dynamic Characteristics Analysis of Ice-Adhesion Transmission Tower-Line System under Effect of Wind-Induced Ice Shedding

The tower line system will be in an unsafe status due to uniform or uneven fall of ice coating which is attached to the surface of tower and lines.The fall of ice could be caused by wind action or thermal force.In order to study the dynamic characteristics of the self-failure of the transmission line under the action of dynamicwind load,a finite elementmodel of the two-span transmission tower line system was established.The birth and death element methods are used to simulate the icing and shedding of the line.Tensile failure strength is the shedding criterion for ice coating.The fluctuating wind speed time history of the tower line systemis first simulated,and then the fluctuating wind and the average wind are superimposed to generate the instantaneous wind speed and converted into wind load.The dynamic response of the transmission tower line systemunder iced coupling with different wind speeds and different thicknesses of ice coating was studied.This is the first attempt that the coupling dynamic response of the icing shedding and wind load for the transmission tower-line system is discussed in this paper.In addition,the dynamic characteristics of wind are included.In particular,the limiting mechanical conditions are considered.According to the simulation results,it is found:because of the ice shedding,the stress of the conductor changes obviously in the first 20 seconds,and the ground wire changes sharply in the first two seconds;the icing of the conductor(ground)wire is gradually deicing under the action of wind vibration;the displacement of tower top increases with the increase of wind speed and icing thickness.

Dynamic responses of deep underground explosions based on improved Grigorian model

It is important to investigate the dynamic behaviors of deep rocks near explosion cavity to reveal the mechanisms of deformations and fractures. Some improvements are carried out for Grigorian model with focuses on the dilation effects and the relaxation effects of deep rocks, and the high pressure equations of states with Mie-Grüneisen form are also established. Numerical calculations of free field parameters for deep underground explosions are carried out based on the user subroutines which are compiled by means of the secondary development functions of LS-DYNA9703 D software. The histories of radial stress, radial velocity and radial displacement of rock particles are obtained, and the calculation results are compared with those of U.S. Hardhat nuclear test. It is indicated that the dynamic responses of free field for deep underground explosions are well simulated based on improved Grigorian model, and the calculation results are in good agreement with the data of U.S. Hardhat nuclear test. The peak values of particle velocities are consistent with those of test, but the waveform widths and the rising times are obviously greater than those without dilation effects. The attenuation rates of particle velocities are greater than the calculation results with classic plastic model, and they are consistent with the results of Hardhat nuclear test. The attenuation behaviors and the rising times of stress waves are well shown by introducing dilation effects and relaxation effects into the calculation model. Therefore, the defects of Grigorian model are avoided. It is also indicated that the initial stress has obvious influences on the waveforms of radial stress and the radial displacements of rock particles.

Wind-induced vibration of single-layer reticulated shell structures

Aiming at the dynamic response of reticulated shell structures under wind load,systematic parameter analyses on wind-induced responses of Kiewitt6-6 type single-layer spherical reticulated shell structures and three-way grid single-layer cylindrical reticulated shell structures were performed with the random simulation method in time domain,including geometric parameters,structural parameters and aerodynamic parameters.Moreover,a wind-induced vibration coefficient was obtained,which can be a reference to the wind-resistance design of reticulated shell structures.The results indicate that the geometric parameters are the most important factor influencing wind-induced responses of the reticulated shell structures;the wind-induced vibration coeffi-cient is 3.0-3.2 for the spherical reticulated shell structures and that is 2.8-3.0 for the cylindrical reticula-ted shell structures,which shows that the wind-induced vibration coefficients of these two kinds of space frames are well-proportioned.

Erratum to:“An Approximate Method for Calculating the Fluid Force and Response of A Circular Cylinder at Lock-in” [China Ocean Engineering,22(3),2008,371-384]

Because of my carelessness,Eq.（1）in the paper "An approximate method for calculating the fluid force and response of a circular cylinder at lock-in"(China Ocean Engineering,22（3）,2008,pp.373)should be f’-1.0/U’-5.0=f’;-1.0/5.75f’;-5.0,not f’=U’/5.75. My apology is hereby given.

基于落石模型试验的棚洞垫层力学响应及优化设计

结合边坡落石灾害现状,基于落石模型试验,系统分析落石质量、下落高度、垫层厚度、加筋位置、加筋材料等因素对落石冲击力及其动态演化的影响,揭示落石冲击棚洞的动力响应规律,结合垫层自重与落石冲击作用双因素影响确定垫层最优厚度,并对垫层设计提出优化建议。结果表明:随着垫层厚度增加,棚洞所受落石冲击力呈非线性减小,减小幅度先大后小而后趋于稳定;在同一垫层厚度下,棚洞所受落石冲击力随落石高度和落石质量近似呈线性增大;当复合垫层设计为“5 cm河砂+聚苯乙烯泡沫(EPS)+10 cm河砂”时,落石中心处土压力峰值相较于纯河砂垫层降低约60%,缓冲耗能效果最佳;通过多元回归分析得到了落石冲击力计算公式,且计算结果与实验数据吻合良好。

深水隔水管-防喷器组耦合系统动力学建模与仿真验证

在深水钻井过程中,隔水管与防喷器组系统是整个作业环节的重要一环。由于在作业过程中面临着诸多风险,因此,建立精确的隔水管-防喷器组耦合系统力学分析模型,准确分析其力学行为和性能,对指导钻井作业安全进行具有重要意义。目前大多只关注于对隔水管的独立建模而忽视防喷器组的潜在影响,这将导致所建模型与实际情况存在差异,使得隔水管系统的力学特性无法得到精确分析。提出了隔水管与防喷器组刚柔耦合概念,推导耦合系统动能、势能,采用拉格朗日方法建立理论模型,用Newmark-β直接积分法对动力学模型进行数值计算。采用ADAMS软件进行了仿真建模,开展不同工况条件下的动态响应对比分析。结果表明,理论模型得到的隔水管横向位移包络线、弯矩包络线、隔水管中部节点横向位移时程曲线和底部弯矩时程曲线与ADAMS仿真结果吻合良好,从而表明了该理论模型的重要性,可为我国隔水管的设计和分析提供参考和支持。

基于双模量理论的不同沥青路面力学分析

为研究考虑拉压模量差异的沥青路面结构力学响应变化规律,基于双模量理论对5种典型沥青路面结构进行了力学对比分析。研究结果表明:基于传统线弹性理论与双模量理论计算得到的关键力学响应差距巨大,用这两种方法计算得到的倒装式沥青路面结构、柔性基层沥青路面结构及刚性基层沥青路面结构的力学响应的最大差距分别达55%、33%及50%;5种沥青路面结构路表均存在较大的横向拉应变,建议在路面结构设计时将路表轮隙区纳入拉应变验算点位;基层刚度与厚度对路面结构层关键力学响应影响显著,路表水平横向拉应力与拉应变均随着基层刚度及厚度的增大而增大,基层底部纵向拉应力则随着基层厚度的增大而减小。建议采用双模量理论开展沥青路面结构分析,且在路面设计时合理控制基层的厚度与刚度可有效优化路面结构的受力。

山岭隧道衬砌-减震层体系动力响应研究

为了探寻隧道设置减震层时影响减震层减震性能的关键因素,建立了设置减震层的隧道有限元数值模型,将数值模型与振动台试验进行对比,验证了数值模型的可靠性。改变减震层设计参数和围岩条件,通过对隧道结构的主应变、相对变形率以及围岩的塑性区进行分析,研究不同参数条件下减震层的减震效果。结果表明:设置减震层后隧道加速度响应的传递函数在15~30 Hz频段范围内减小,说明减震层通过吸收地震波中的高频成分,减小地震波能量向隧道的传递,进而减小隧道的地震响应。参数分析结果表明:减震层弹性模量越小厚度越大,减震层的减震效果越加明显,但隧道结构的相对变形率也随之上升。相比于增加减震层厚度,降低减震层弹性模量对减震效果的提升更为显著。在坚硬围岩中的设置减震层相比于软弱围岩减震效果更显著。

跟网型电化学储能虚拟惯性常数的常数化计算方法

在包含跟网型储能虚拟惯量控制的新型电力系统频率响应(SFR)建模应用中,跟网型储能的虚拟惯性常数具有时变特性,且无法聚合求解系统等效惯性常数,导致不能构建完整的SFR模型。基于此,提出了跟网型电化学储能虚拟惯性常数的常数化计算方法,通过计算具有等效惯性常数-能量支撑效果的常数化虚拟惯性常数,实现系统等效惯性常数的聚合求解。该方法根据能量变化关键节点和动态过程的约束条件,以及跟网型储能虚拟惯量响应的两阶段相异特征,建立了具有最相近能量变化的目标函数,以分段求解常数化虚拟惯性常数。最后,通过建立SFR模型,结合时域仿真法和相关评价指标验证了计算结果的精确性。

大跨度高速铁路桥梁端伸缩装置区段车轨动力响应

为了确保大跨度高速铁路桥梁端伸缩装置区段列车安全运营,通过建立梁端伸缩装置区段车辆-轨道刚柔耦合模型,研究了不同伸缩量、不同车辆行驶速度下梁端伸缩装置各部件动力响应变化规律,并对随机不平顺激励叠加梁端刚度不平顺下车辆运行安全性进行评估。结果表明:梁端伸缩装置各部件动力响应整体随车速增加而呈增大趋势,且各部件垂向加速度随车速变化较大;不同伸缩量下梁端伸缩装置区域钢轨及可动钢枕动力响应整体随梁缝扩大而呈增大趋势,且可动钢枕垂向位移及伸缩装置各部件垂向加速度随伸缩量变化较大;施加随机不平顺后,轮重减载率在车速420 km/h时出现超限情况,钢轨垂向位移在拉伸300~500 mm状态、车速330 km/h时出现超限情况。

基于桥梁响应的高速铁路简支梁离心力折减方法

为分析规范离心力计算公式中竖向活载折减系数的理论来源,建立列车-曲线桥-墩系统的空间模型进行车桥耦合振动仿真计算。提出以桥梁动力响应与设计离心力产生的静力响应之比作为竖向活载折减系数的方法,结合反向传播神经网络分析列车车速、桥梁墩高、跨度、曲线半径等因素对折减系数的影响程度。结果表明:车速对折减系数的影响最大,其次为桥梁跨度;竖向活载折减系数反映了列车荷载图式中设计活载与运营列车轴重的差异,折减系数应与列车荷载图式、实际运营列车相匹配;现行规范中竖向活载折减系数公式对中国高速铁路ZK荷载具有良好的适配性,能满足高速铁路简支梁离心力设计的要求。

南海神狐海域天然气水合物储层参数定量评价方法

海洋型天然气水合物以固态形式赋存于尚未固结的泥质粉砂和粉砂质泥地层中,不同于常规油气藏在固结砂岩地层中的赋存模式,因此造成水合物储层测井评价的难题。2007年以来我国南海神狐地区实施了4次水合物钻探,取得丰富的地球物理与岩心资料并且证实该区存在着巨大的天然气水合物资源潜力。本文通过对神狐地区常规测井、特殊测井资料以及取心资料的研究分析,总结水合物地层各项测井响应特征,利用岩心数据刻度测井,建立储层岩性、物性以及水合物饱和度计算模型,形成一套适合神狐地区天然气水合物储层参数的定量评价技术。利用本文方法对研究区部分井进行综合评价,水合物地层孔隙度平均为49.91%,水合物饱和度平均为29.75%,孔隙结构以小孔隙为主,渗透性较差,评价结果与岩心实验结果基本一致,符合率达85%。该研究成果为神狐海域水合物资源量评价及成藏研究提供了新的参考。