Structural Design of Experimental Study on Rain-Wind-Induced Vibration of Strayed Cables

2012 ◽  
Vol 532-533 ◽  
pp. 412-416
Author(s):  
Wei Li ◽  
Wei Guo ◽  
Hua Bai
Keyword(s):  
Aerodynamic Characteristics ◽  
Wind Pressure ◽  
3 Dimensional ◽  
Pressure Coefficients ◽  
Long Span ◽  
Stay Cables ◽  
Safe Production ◽  
Wind Induced Vibration ◽  
Fluctuating Wind ◽  
Cable Stayed Bridges

To study the aerodynamic characteristics of strayed cable under wind and rain, with the object of the Zhijiang bridge, pressure experiments on the 2- and 3-dimensional models of stay cables in wind tunnel are made. Mean and fluctuating wind-pressure coefficients with 2 kinds of surface morphology under different wind direction angle are obtained. The results show that the rivulet position will greatly influence the distribution of pressure coefficients on the cable surface, and the separation point of the flow nearby the rivulet will be changed obviously. Aerodynamic coefficients will be changed when the rivulet be in a certain position, then the rain-wind-induced vibration will occur .The experimental results will be the guidance for the wind-resistant design and the safe production of the long-span cable-stayed bridges.

Characteristics of Wind Loads Acting on Complex Long-Span Roof Structure

2013 ◽  
Vol 639-640 ◽  
pp. 523-529
Author(s):  
Fu Bin Chen ◽  
Q.S. Li
Keyword(s):  
Boundary Layer ◽  
Wind Tunnel ◽  
Wind Tunnel Test ◽  
Leading Edge ◽  
Wind Pressure ◽  
Wind Loads ◽  
Pressure Coefficients ◽  
Long Span ◽  
Roof Structure ◽  
Fluctuating Wind

The Shenzhen New Railway Station (SNRS) has roof dimensions of 450 m long and 408 m wide. This paper presents the results of wind loads acting on the large-span roof structure. In the wind tunnel test, wind-induced pressures including mean and fluctuating components were measured from the roof of a 1:200 scale SNRS model under suburban boundary layer wind flow configuration in a boundary layer wind tunnel of HD-2 at Hunan University. Based on the data obtained simultaneously from the wind tunnel tests, the distributions of the mean and fluctuating wind pressure coefficients and the characteristics of probability density functions of wind pressures of typical pressure taps were analyzed in detailed. The outcomes of the experimental study indicate that: (1) The maximum mean negative wind pressure coefficients on the roof occur at the windward leading edge region, where the maximum fluctuating wind pressure coefficients occur also in this region; (2) There are some differences of the maximum mean negative wind pressure coefficients and RMS wind pressure coefficients under conditions with different number of trains inside the station, but such effects on the overall pressure distributions on the whole roof are negligible; (3) There are clearly negative skewed distributions for some pressure taps at the windward leading roof edge and much longer negative tails are observed, which follow Non-Gaussian distributions. The results presented in this paper are expected to be of considerable interest and of use to researchers and professionals involved in designing complex long-span roof structures.

scholarly journals Serviceability Assessment Method of Stay Cables with Vibration Control Using First-Passage Probability

2019 ◽  
Vol 2019 ◽  
pp. 1-9 ◽  
Author(s):  
Seunghoo Jeong ◽  
Young-Joo Lee ◽  
Sung-Han Sim
Keyword(s):  
Vibration Control ◽  
Control Method ◽  
Principal Component ◽  
Assessment Method ◽  
Stay Cable ◽  
First Passage ◽  
Long Span Bridges ◽  
Long Span ◽  
Stay Cables ◽  
Cable Stayed Bridges

As the construction of long-span bridges such as cable-stayed bridges increases worldwide, maintaining bridge serviceability and operability has become an important issue in civil engineering. The stay cable is a principal component of cable-stayed bridges and is generally lightly damped and intrinsically vulnerable to vibration. Excessive vibrations in stay cables can potentially cause long-term fatigue accumulation and serviceability issues. Previous studies have mainly focused on the mitigation of cable vibration within an acceptable operational level, while little attention has been paid to the quantitative assessment of serviceability enhancement provided by vibration control. This study accordingly proposed and evaluated a serviceability assessment method for stay cables equipped with vibration control. Cable serviceability failure was defined according to the range of acceptable cable responses provided in most bridge design codes. The cable serviceability failure probability was then determined by means of the first-passage problem using VanMarcke’s approximation. The proposed approach effectively allows the probability of serviceability failure to be calculated depending on the properties of any installed vibration control method. To demonstrate the proposed method, the stay cables of the Second Jindo Bridge in South Korea were evaluated and the analysis results accurately reflected cable behavior during a known wind event and show that the appropriate selection of vibration control method and properties can effectively reduce the probability of serviceability failure.

The Analysis of Stayed Cable Wind-Induced Vibration Morphology and Damping Measures

2014 ◽  
Vol 501-504 ◽  
pp. 1174-1177
Author(s):  
Xiao Ming Du ◽  
Nan Li
Keyword(s):  
Time Effect ◽  
Stay Cable ◽  
Main Bearing ◽  
Cable Vibration ◽  
Cable Stayed Bridge ◽  
Long Span ◽  
Stay Cables ◽  
Long Span Bridge ◽  
Long Time ◽  
Wind Induced Vibration

The stayed cable is the key part of the cable-stayed bridge and the main bearing section. Stay cables are prone to vibration under the loads of the rains winds, earthquakes and transportation for the long-span bridge is very flexible and the damping is small. A long time effect of cable vibration on the structure durability has become a serious problem of cable-stayed bridge in the development and operation. Wind induced vibration of stay cable shape is analyzed, and some common damping measures are expounded in the article and it provides the basis for further study in the future.

Role of dynamic water rivulets in the excitation of rain–wind-induced cable vibration: A critical review

2021 ◽  
pp. 136943322110401
Author(s):  
Donglai Gao ◽  
Wenjie Li ◽  
Haiquan Jing ◽  
Jian Wang ◽  
Jintuan Wu ◽  
...  
Keyword(s):  
Wind Engineering ◽  
Excitation Mechanism ◽  
Structure Interaction ◽  
Wall Boundary Layer ◽  
Stay Cables ◽  
Considerable Research ◽  
Complex Fluid ◽  
Wind Induced Vibration ◽  
Cable Stayed Bridges

It has been more than 30 years since Hikami Y and Shiraishi N (1988) Rain–wind-induced vibrations of cable-stayed bridges. Journal of Wind Engineering and Industrial Aerodynamics 29: 409–418 first reported the rain–wind-induced vibration (RWIV) of stay cables in the construction stage of Meikonishi Bridge, Japan. After that, considerable research efforts have been devoted to understanding the RWIV of stay cables, and the role of the upper rivulet has been gradually realized and studied. This study presents a selective review on recent progress of RWIV and its controversial excitation mechanism. The available knowledge and up-to-date understanding of this complex fluid-structure interaction are presented in some detail. The formation, dynamics of water rivulet, and its role in affecting the near-wall boundary layer properties and in the excitation scenario of RWIV are of particular interest in this study. Finally, some limitations of previous studies are concluded, with some perspective suggestions for further study of excitation mechanism of RWIV.

scholarly journals A 2D model for analysis of rain-wind induced vibration of stay cables

2019 ◽  
Vol 13 (2) ◽  
pp. 33-47
Author(s):  
Truong Viet Hung ◽  
Vu Quang Viet
Keyword(s):  
Harmonic Oscillation ◽  
Impact Angle ◽  
Angular Frequency ◽  
Initial Position ◽  
Initial Angle ◽  
Aerodynamic Forces ◽  
Stay Cables ◽  
Wind Induced Vibration ◽  
The Impact ◽  
Cable Stayed Bridges

Rain-wind induced vibration of stay cables (RWIV) in cable-stayed bridges is a special aerodynamic phenomenon as it is easy to be influenced by many factors, especially velocity and impact angle of wind. This paper proposes a new assumption of the impact angle of wind on the cable in analyzing cable vibration response subjected to wind and rain. This angle is considered as a harmonic oscillation function around the equilibrium position that is the initial angle of impact, and its angular frequency equals of the rivulet and the cable. The amplitude of impact angle of wind depends on wind velocity, initial position and that of rivulet. The assumption is verified by comparison with experimental results. The effects of rivulet oscillation components and aerodynamic forces are also discussed in this paper. Keywords: cable; rain-wind induced vibration; rivulet; analytical model; vibration.

Suppression of Vibrations Induced by Fluctuating Wind for Long-Span Cable-Stayed Bridge Using MR Dampers

2019 ◽  
Vol 24 (2) ◽  
pp. 262-270
Author(s):  
Zhao-Dong Xu ◽  
Meng Xu ◽  
Da-Huan Jia
Keyword(s):  
Optimal Control ◽  
Control Strategy ◽  
State Control ◽  
Optimal Control Strategy ◽  
Box Girder ◽  
Mr Dampers ◽  
Cable Stayed Bridge ◽  
Long Span ◽  
Wind Induced Vibration ◽  
Fluctuating Wind

Cable-stayed bridges subjected to wind excitations will cause intense vibration due to their high flexibility in characteristic. Employment of magnetorheological (MR) dampers to realize the vibration smart-control of cablestayed bridges has become a considerable research topic in recent decades. In this paper, the plane truss finite element model (FEM) of a cable-stayed bridge with MR dampers is established. Fluctuating wind field is generated using the weighted amplitude wave superposition (WAWS) method and Kaimal spectrum, and then the time-history sample curve of wind speed is obtained. Fluctuating wind-induced vibration of the long-span cable-stayed bridge installed with MR dampers is analyzed by linear quadratic regulator (LQR) classical optimal control strategy and LQR tri-state control strategy. After the optimal control force is calculated by LQR classical optimal control strategy, control parameters and the input currents of MR dampers can be determined according to the windinduced vibration by LQR tri-state control. Results show that longitudinal and vertical wind-induced vibration responses of the box girder of the cable-stayed bridge are reduced obviously when MR dampers are arranged between the box girder and pylons.

Reliability Assessment for the Balanced Cantilever Construction Phases of Super Long-Span Cable-Stayed Bridges with Steel Box Girder

2014 ◽  
Vol 578-579 ◽  
pp. 1542-1550 ◽  
Author(s):  
Bing Bai ◽  
Qing Hua Zhang ◽  
Qiao Li
Keyword(s):  
Reliability Evaluation ◽  
Long Span ◽  
Stay Cables ◽  
Sample Structure ◽  
Sutong Bridge ◽  
The Stability ◽  
High Level ◽  
Cantilever Construction ◽  
Random Nature ◽  
Cable Stayed Bridges

Balanced cantilever construction phases are of great importance for the total life cycle processes of super long-span cable-stayed bridges. For assessment purpose, a systematic study on the reliability evaluation of these phases is carried out. Taking Sutong bridge as the sample structure studied, a series of load and resistance models are then established on the basis of field measurement. Using all these achievements, a typical phase of girder segment 6# lifting is chosen for reliability evaluation. Results of the analysis show that the established models are quite representative and reflect actual random nature perfectly. Furthermore, compared with pylon and stay cables the stiffening girder seems more likely to fail in accordance with reliability index. The major failure mode of it in terms of present analysis is the stability failure due to the action of bending and axial load. Nonetheless, the components on the whole are still in a high level of reliability, which can guarantee the proceeding of construction with efficiency.

Main span closure for the New Samuel de Champlain Bridge (NSCB) - An innovative alternative closure using a temporary king-post to accelerate construction

2019 ◽  
Author(s):  
Gonzalo Osborne ◽  
Frederic Saleh
Keyword(s):  
Stay Cable ◽  
Project Completion ◽  
Long Span ◽  
Stay Cables ◽  
The Subject ◽  
Construction Schedule ◽  
Lifting Equipment ◽  
Main Bridge ◽  
Cable Stayed Bridges ◽  
Schedule Requirement

<p>Signature Saint Laurent (SSLC) is the consortium comprised of SNC Lavalin, Flatiron Constructors Canada, Dragados USA and EBC, that selected the design and construction for the New Samuel de Champlain Bridge (NSCB) in Montreal, Canada.</p><p>The NSCB’s construction schedule was the major challenge for a successful project completion. The geometry of the main bridge is complex, with an asymmetric stay cable arrangement and a unique transverse behavior with three independent corridors connected by crossbeams, involving the location of the stay cable anchorages. This geometry questioned the constructability and the stringent schedule requirement. The subject of this paper is relevant to this conference as it pertains to an innovative construction method for cable-stayed bridges.</p><p>The back span was fully erected on temporary towers in advance, followed by the main span which was to be built with heavy lifting equipment in cantilever sequentially from the main single pylon towards to the East approach. A set of three gantries erected the preassembled segments from the ground to the tip of the deck, where they were connected to the previous segment.</p><p>To expedite the construction, an innovative method was developed to erect some segments from the opposite end with cranes from the ground, with a stick-built conventional method. The closure location was therefore shifted by 50 meters (four segments) towards the pylon. These segments would be supported with temporary stay cables anchored to a 36-meter high king-post on top of the deck. The king-post would be sitting on top of the deck, supported temporarily by shoring towers to reduce the demands in the superstructure and adjacent pier.</p><p>This erection system can serve as an alternative method to expedite construction for long span single tower cable stayed bridges, by erecting segments with a temporary stay tower from the opposite end, therefore reducing schedule constraints.</p>

Analysis of Wind-Induced Vibration Control of Long-Span Space Structure

2011 ◽  
Vol 255-260 ◽  
pp. 1204-1208
Author(s):  
Zhi Qiang Zhang ◽  
Yan Chen ◽  
Guan Xing Su ◽  
Xing Gang Zhu
Keyword(s):  
Wind Tunnel Test ◽  
Time History ◽  
Space Structure ◽  
Wind Pressure ◽  
Filter Method ◽  
Maximum Displacement ◽  
Displacement Response ◽  
Long Span ◽  
History Of ◽  
Wind Induced Vibration

Based on improved linear regression filter method presented by Iwatani and wind tunnel test data, the program simulated 3-D time history of fluctuating wind pressure of Fuzhou Strait International Conference and Exhibition Center considering spatial correlation of wind loads, which is consistent with the object power spectrum .The simulation result is used in nodes of the structure to analyze response of wind-induced vibration. Analytical results show it has the maximum displacement response in 0° wind direction .Due to the installation of TMD, node displacement response of roof truss is reduced from 44.14mm to 33.16mm, with best reduction 26.67%.

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