Analysis of Pounding Response for Simply Supported Skew Girder Bridge under Earthquake

2011 ◽  
Vol 90-93 ◽  
pp. 1234-1238 ◽  
Author(s):  
Qing Kai Sun ◽  
Xing Jun Qi ◽  
Yi Liu
Keyword(s):  
Three Dimensional ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Expansion Joint ◽  
Simply Supported ◽  
Side Beam ◽  
Joint Width ◽  
Girder Bridge ◽  
Collision Force ◽  
Nonlinear Time History

Under the earthquake, pounding between the beam and the bridge abutment causes great damages to skew girder bridge, and current study on pounding response is still less as the collision effect is complex. In order to study the displacement and collision force under Elcentro and Tianjin ground motion, a three-dimensional finite element computational model for seismic pounding of a 16m simply supported skew girder bridge was established and nonlinear time-history analysis was carried out with pounding element designed to simulate the pounding effect between beam and abutment. The results show that the displacement of side beam is more than that of middle beam in simply supported skew girder bridge. The maximum collision force of the side beam is more than that of middle beam, and the beam pounds the abutment several times. Appropriate expansion joint width should be set according to the displacement of the side beam when the expansion joint designed.

Response of Transmission Lines under Three-Dimensional Seismic Excitations

2012 ◽  
Vol 166-169 ◽  
pp. 2259-2264
Author(s):  
Li Tian ◽  
Hong Nan Li ◽  
Wen Ming Wang
Keyword(s):  
Transmission Line ◽  
Ground Motion ◽  
Transmission Lines ◽  
Three Dimensional ◽  
Time History ◽  
Maximum Response ◽  
Nonlinear Time History Analysis ◽  
Seismic Excitations ◽  
Practical Engineering ◽  
Nonlinear Time History

The behavior of transmission line under three-dimensional seismic excitations is studied by numerical simulation. According to a practical engineering, the transmission towers are modeled by frame elements and the transmission lines are modeled by cable element account for the nonlinearity of the cable. The effects of single-dimensional, two-dimensional and three-dimensional ground motions on the responses of transmission line are investigated using nonlinear time history analysis method, respectively. The results indicate that the longitudinal maximum response of transmission lines can be obtained considering longitudinal ground motion excitation only. The transverse maximum response of transmission lines can be obtained considering transverse ground motion excitation only. Neglecting multiple nature of ground motion in analysis will significantly underestimate the vertical responses of the transmission lines. To obtain an accurate seismic response of transmission lines, three-dimensional ground motion inputs are required.

Seismic Reliability Analysis of Structural Systems

2009 ◽  
Author(s):  
Paata Rekvava
Keyword(s):  
Three Dimensional ◽  
Design Procedure ◽  
Time History ◽  
Reliability Function ◽  
Nonlinear Time History Analysis ◽  
Structural Systems ◽  
Rc Buildings ◽  
Seismic Reliability ◽  
Performance Based Seismic Design ◽  
Nonlinear Time History

A method is presented for the evaluation of the seismic reliability function of realistic structural systems. The method is based on a preliminary simulation involving three-dimensional nonlinear time history analysis of the soil-interface-building system. The design procedure is performed to establish the probabilistic characterization of the demands on the structure, followed by the solution of system reliability problem with correlated demands and capacities. The Structural behavior is evaluated by means of the methodology of Performance-Based Seismic Design (PBSD). This study has taken into account the stochastic nature of the spatial ground motion in Tbilisi region. The method is demonstrated with an application to a 3D RC Buildings subjected to seismic excitation for the specified hazard at the site. The developed method and obtained results can be used in seismic risk study for new buildings of examined type under design, as well as for existing RC buildings of old generation for future seismic activity.

scholarly journals Earthquake-Induced Domino-Type Progressive Collapse in Regular, Semiregular, and Irregular Bridges

2019 ◽  
Vol 2019 ◽  
pp. 1-18 ◽  
Author(s):  
Amir Seyedkhoei ◽  
Reza Akbari ◽  
Shahrokh Maalek
Keyword(s):  
Progressive Collapse ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Building Structures ◽  
Initial Failure ◽  
Bridge Structures ◽  
Girder Bridge ◽  
Applied Element Method ◽  
Irregular Bridges ◽  
Nonlinear Time History

Progressive collapse is a persistent spread and enlargement of initial local failure of structures characterized by inconsistency between the initial failure and its resulting extensive collapse. Although, great contributions have been made towards the progressive collapse of building structures, comparably small attention has been paid to bridge structures. In this study, the procedure of progressive collapse of bridges with concrete prestressed voided slab under earthquakes and effects of other parameters on propagation of collapse of regular, semiregular, and irregular bridges are investigated. At first, a bridge specimen, which its shake table test results were provided by previous researchers, was modeled and verified using the applied element method. Then, the progressive collapse of the box girder bridge was investigated. In the next step, progressive collapse process of the same bridge with posttensioned voided slab under earthquakes was studied using nonlinear time history analysis. Irregularities of the piers were analyzed parametrically. The results show that domino-type progressive collapse happens in bridges with voided slab after the initial failure of the deck at the seating of bridge abutment. Also, it is concluded that, type of the deck, height of the piers, and ground slope have a great effect on the progressive collapse procedure of both regular and irregular bridges with voided slab deck.

Seismic Response of Bridge Isolated with Friction Pendulum Systems

2012 ◽  
Vol 256-259 ◽  
pp. 2122-2126
Author(s):  
Chang Feng Wang ◽  
Chun Lin Zhu
Keyword(s):  
Seismic Response ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Restoring Force ◽  
Simply Supported ◽  
Long Span ◽  
Steel Truss ◽  
Reduction Effect ◽  
Nonlinear Time History ◽  
Friction Pendulum

Friction pendulum systems are sliding bearing that make use of a spherical concave surface to provide a restoring force and friction force to dissipate earthquakes energy. Seismic response reduction effect of some tall pier and long span simply-supported steel truss girders with FPS is researched by using nonlinear time history analysis method. The results show that seismic response reduction effect is evident for the moment at the bottom of pier and displacement at the top of pier for the tall pier and long span simply-supported steel truss girders.

Failure Mechanism Study of Bridge Retainer in Earthquake

2013 ◽  
Vol 295-298 ◽  
pp. 2049-2053
Author(s):  
Yun Zhang ◽  
Bei Li ◽  
Liu Bin Yan
Keyword(s):  
Time History ◽  
Element Model ◽  
Nonlinear Time History Analysis ◽  
Mechanism Study ◽  
Damage State ◽  
Calculation Results ◽  
Continuous Girder Bridge ◽  
Girder Bridge ◽  
Nonlinear Time History ◽  
Failure Types

Taking a typical continuous girder bridge for example, the text builds spatial beam finite element model. By nonlinear time history analysis method, it analyzes bridge transverse pounding and the retainer strength in different strength levers earthquake. According to bridge pier failure and fragility theory and retainer section moment-curvature analysis, it puts forward retainer failure types in different strength levers earthquake. The calculation results show that it is irrational to design retainer section and reinforcement based on structure requirement. The structural retainer failure types have uncertainty without considering bridge seismic fortification goal. Though it appears on ductility failure, the damage state is very serious.

Research on Pounding Response at Expansion Joint in the Linear Bridge and the Curved Bridge under Earthquake

2011 ◽  
Vol 255-260 ◽  
pp. 2303-2307 ◽  
Author(s):  
Tian Li Wang ◽  
Qing Ning Li
Keyword(s):  
Dynamic Models ◽  
Time History ◽  
Time History Analysis ◽  
Nonlinear Time History Analysis ◽  
Expansion Joint ◽  
Curved Bridge ◽  
Seismic Input ◽  
History Analysis ◽  
The Difference ◽  
Nonlinear Time History

Aiming at pounding damage at expansion joint in a bridge under earthquake, the paper builds space dynamic models of a curved bridge and a linear bridge with expansion joint. Using nonlinear time history analysis, the paper contrasts the difference of pounding response at expansion joint in the linear bridge and the curved bridge and gives their simulation result under eight types of seismic input. The result indicates that the pounding response at expansion joint of curved bridge is larger and more obvious than that of linear bridge, especially at abutment expansion joint.

Probabilistic Peak Displacement Analysis of Bridge Structures with P-Δ Effect

2013 ◽  
Vol 405-408 ◽  
pp. 1674-1677
Author(s):  
Bo Yu ◽  
Di Liu ◽  
Lu Feng Yang
Keyword(s):  
Time History ◽  
Dynamic Responses ◽  
Nonlinear Time History Analysis ◽  
Bridge Structure ◽  
Vibration Period ◽  
Peak Displacement ◽  
Sdof System ◽  
Bridge Structures ◽  
Performance Based Seismic Design ◽  
Nonlinear Time History

Peak displacement is one of the most important parameters for the performance based seismic design of bridge structure, while the peak displacement is often significantly impacted by the P-Δ effect. In this study, the influence of the P-Δ effect on the statistics of peak displacement of bridge structure was quantificationally investigated based on a series of nonlinear time-history analysis. The bridge structure was idealized as the single degree of freedom (SDOF) system and the hysteretic behaviour was represented by the improved Bouc-Wen model. The statistic analysis was implemented based on the inelastic dynamic responses of the SDOF system under 69 selected earthquake records. The results show that the P-Δ effect has significant impact on the mean and dispersion of peak displacement of bridge structures, especially if the normalized yield strength and the natural vibration period are small.

scholarly journals Performance of an Existing Reinforced Concrete Building Designed in Accordance to Older Indonesian Seismic Code: A Case Study for a Hotel in Kupang, Indonesia

2018 ◽  
Vol 20 (1) ◽  
pp. 35
Author(s):  
Pamuda Pudjisuryadi ◽  
Benjamin Lumantarna ◽  
Ryan Setiawan ◽  
Christian Handoko
Keyword(s):  
Plastic Hinge ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Seismic Load ◽  
Ground Acceleration ◽  
Seismic Code ◽  
Damage Level ◽  
History Analysis ◽  
Nonlinear Time History ◽  
Seismic Hazard Map

The recent seismic code SNI 1726-2012 is significantly different compared to the older code SNI 1726-2002. The seismic hazard map was significantly changed and the level of maximum considered earthquake was significantly increased. Therefore, buildings designed according to outdated code may not resist the higher demand required by newer code. In this study, seismic performance of Hotel X in Kupang, Indonesia which was designed based on SNI-1726-2002 is investigated. The structure was analyzed using Nonlinear Time History Analysis. The seismic load used was a spectrum consistent ground acceleration generated from El-Centro 18 May 1940 North-South component in accordance to SNI 1726-2012. The results show that Hotel X can resist maximum considered earthquake required by SNI 1726-2012. The maximum drift ratio is 0.81% which is lower than the limit set by FEMA 356-2000 (2%). Plastic hinge damage level is also lower than the allowance in ACMC 2001.

Nonlinear Analysis of a RC Frame Structure with Semi-Interlayers Damaged during Wenchuan Earthquake

2010 ◽  
Vol 156-157 ◽  
pp. 467-472
Author(s):  
Peng Tao Yu ◽  
Jing Jiang Sun
Keyword(s):  
Nonlinear Analysis ◽  
Wenchuan Earthquake ◽  
Time History ◽  
Large Earthquake ◽  
Frame Structure ◽  
Nonlinear Time History Analysis ◽  
Frame Structures ◽  
Rc Frame ◽  
Rc Frame Structures ◽  
Nonlinear Time History

Under the excitation of large earthquake, structures enter into high nonlinear stage. Currently, Opensees, Perform-3d and Canny are used as the most popular nonlinear analysis procedures. The fiber model will be introduced firstly and the nonlinear analysis models in Canny are explained in detail. Then Canny2007 is used to conduct nonlinear time history analysis on a heavily damaged frame structure with interlayer in Dujiangyan during Wenchuan Earthquake. Analysis shows that the maximum inter-story drift appears between the interlayer and its upper layer, and the heavy damage agrees well with the results of damage investigation. By comparing the damage extent of frame structures with or without interlayer, it reveals that the seismic performance of RC frame structures without interlayer is obviously better than that of ones with interlayer.

Effect of bidirectional excitation on seismic performance of regular RC frame buildings designed for modern codes

2021 ◽  
pp. 875529302110478
Author(s):  
Payal Gwalani ◽  
Yogendra Singh ◽  
Humberto Varum
Keyword(s):  
Seismic Performance ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Inelastic Behavior ◽  
Moment Frame ◽  
Frame Buildings ◽  
Bidirectional Excitation ◽  
Rc Frame Buildings ◽  
Nonlinear Time History ◽  
Hinge Model

The existing practice to estimate seismic performance of a regular building is to carry out nonlinear time history analysis using two-dimensional models subjected to unidirectional excitations, even though the multiple components of ground motion can affect the seismic response, significantly. During seismic shaking, columns are invariably subjected to bending in two orthogonal vertical planes, which leads to a complex interaction of axial force with the biaxial bending moments. This article compares the seismic performance of regular and symmetric RC moment frame buildings for unidirectional and bidirectional ground motions. The buildings are designed and detailed according to the Indian codes, which are at par with the other modern seismic codes. A fiber-hinge model, duly calibrated with the biaxial experimental results, is utilized to simulate the inelastic behavior of columns under bidirectional bending. A comparison of the estimated seismic collapse capacity is presented, illustrating the importance of considering the bidirectional effects. The results from fragility analysis indicate that the failure probabilities of buildings under the bidirectional excitation are significantly higher as compared to those obtained under the unidirectional excitation.

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