Dynamic Response of a Steel Bridge under Earthquake Action in Liugong Island of Weihai

2015 ◽  
Vol 777 ◽  
pp. 23-26
Author(s):  
Xing Zi Jiao ◽  
Yong Bo Shao
Keyword(s):  
Dynamic Response ◽  
Seismic Wave ◽  
Maximum Stress ◽  
Seismic Action ◽  
Steel Bridge ◽  
Maximum Displacement ◽  
Special Steel ◽  
Dynamic Analyses ◽  
Earthquake Action ◽  
Bracing System

This study presents finite element analyses for a special steel bridge under the action an actual seismic wave. The maximum stress and the maximum deflection of the bridge are calculated based on the dynamic analyses. It is found that the bracing system and the beams between the two columns at the end of the bracing system are the critical members in the steel bridge under seismic action. The maximum displacement of the steel bridge is located at the overhang beams at the bridge end. However, the dynamic response is different when the seismic wave is input in different directions. Based on the numerical results, it is found that the special steel bridge is safe under the seismic action.

Dynamic Response of the Steel Bridge Deck Thin Surfacing due to Vehicle Load

2010 ◽  
Vol 156-157 ◽  
pp. 677-677
Keyword(s):  
Dynamic Response ◽  
Bridge Deck ◽  
Advanced Materials ◽  
Steel Bridge ◽  
Vehicle Load ◽  
Materials Research

This paper has been published in Advanced Materials Research Volumes 148 - 149, pp 544 http://www.scientific.net/AMR.148-149.544

scholarly journals An Investigation into a Gear-Based Knee Joint Designed for Lower Limb Prosthesis

2017 ◽  
Vol 2017 ◽  
pp. 1-14 ◽  
Author(s):  
M. S. H. Bhuiyan ◽  
I. A. Choudhury ◽  
M. Dahari ◽  
Y. Nukman ◽  
S. Z. Dawal
Keyword(s):  
Knee Joint ◽  
Motion Analysis ◽  
Maximum Stress ◽  
Real Data ◽  
Fe Analysis ◽  
Knee Prostheses ◽  
Maximum Displacement ◽  
Element Analysis ◽  
Lower Limb Prosthesis ◽  
Limb Prosthesis

A gear-based knee joint is designed to improve the performance of mechanical-type above-knee prostheses. The gear set with the help of some bracing, and bracket arrangement, is used to enable the prosthesis to follow the residual limb movement. The motion analysis and finite-element analysis (FEA) of knee joint components are carried out to assess the feasibility of the design. The maximum stress of 29.74 MPa and maximum strain of 2.393e−004 are obtained in the gear, whereas the maximum displacement of 7.975 mm occurred in the stopper of the knee arrangement. The factor of safety of 3.5 obtained from the FE analysis indicated no possibility of design failure. The results obtained from the FE analysis are then compared with the real data obtained from the literature for a similar subject. The pattern of motion analysis results has shown a great resemblance with the gait cycle of a healthy biological limb.

Dynamic Response of Frame Structure with Different Stiffness in Two Horizontal Directions under Oblique Seismic Action

2013 ◽  
Vol 368-370 ◽  
pp. 1644-1647
Author(s):  
Zhen Bao Li ◽  
Hai Teng Wang ◽  
Li Fei Liu ◽  
Wen Jing Wang
Keyword(s):  
Dynamic Response ◽  
Ground Motion ◽  
Structure Design ◽  
Frame Structure ◽  
Maximum Response ◽  
Seismic Action

The ground motion is multidimensional, random and uncertain in directions when earthquakes occur, so dynamic response under oblique seismic action needs to be considered in the structure design. A frame structure with different stiffness in two horizontal directions was analyzed under seismic action with different input angles. The maximum response of beams and columns was obtained. The seismic mechanism of structures under oblique seismic action was discussed.

Seismic Ratchetting of Single-Degree-of-Freedom Steel Bridge Columns

2018 ◽  
Vol 763 ◽  
pp. 295-300 ◽  
Author(s):  
Khaled Saif ◽  
Chin Long Lee ◽  
Trevor Yeow ◽  
Gregory A. MacRae
Keyword(s):  
Time History ◽  
Steel Structures ◽  
Bridge Columns ◽  
Steel Bridge ◽  
Axial Loads ◽  
Maximum Displacement ◽  
Residual Displacements ◽  
Average Maximum ◽  
Force Reduction ◽  
Nonlinear Time History

Nonlinear time history analyses of SDOF bridge columns with elasto-plastic flexural behaviour which are subject to eccentric gravity loading are conducted to quantify the effect of ratchetting. Peak and residual displacements were used as indicators of the degree of ratchetting. The effects of member axial loads and design force reduction factors were also investigated. It was shown that displacement demands increased with increasing eccentric moment. For eccentric moment of 30% of the yield moment, the average maximum and residual displacements increase by 4.2 and 3.8 times the maximum displacement, respectively, which the engineers calculate using static methods without considering ratchetting effect. Design curves for estimating the displacement demands for different eccentric moments are also developed. The current NZ1170.5 (2016) provisions were found to be inadequate in estimating the maximum displacement for steel structures, and hence, new provisions for steel structures should be presented.

scholarly journals Dynamic Response at Various Points of Aluminum Cantilever Beam

2020 ◽  
Vol 9 (12) ◽  
pp. 25260-25264
Author(s):  
Nanang Endriatno ◽  
Budiman Sudia ◽  
Raden Rinova Sisworo ◽  
Muhammad Faisal
Keyword(s):  
Dynamic Response ◽  
Cantilever Beam ◽  
Displacement Velocity ◽  
Maximum Displacement ◽  
Measuring Point ◽  
Minimum Value ◽  
Aluminum Beam

The aim of the study was to analyze the dynamic response along an aluminum cantilever beam. The data measured were displacement (mm), velocity (mm / s), and acceleration (m/s2) with 3 variations of the measurement position on the beam. The 6061 series aluminum beam used have length: 80 cm, height: 32 cm, and width: 32 cm. Data were collected experimentally using a vibration meter to measure beam vibrations at the various positions from the cantilever beam at a distance from support: 10 cm, 35 cm, and 60 cm. The results of the analysis showed that the values ​​of the displacement, velocity and acceleration of the object vibrations change when the measuring point was far from the cantilever support. The maximum displacement value is at 60 cm from the support: 0.02 mm, and the lowest is at 10 cm: 0.12 mm. The velocity value also increases, maximum at 60 cm from the support: 38.58 mm/s and the minimum value at 10 cm: 12.30 mm/s. While the acceleration value, the maximum at 60 cm from the support: 91150 mm/s2 and the minimum at 10 cm: 66900 mm/s2.  

The Force Analysis of Anchor Anti-Slide Pile in Slope Reinforcement under Seismic Load

2015 ◽  
Vol 777 ◽  
pp. 148-153
Author(s):  
Hui Ding ◽  
Jie Chen ◽  
Li Song
Keyword(s):  
Dynamic Analysis ◽  
Seismic Wave ◽  
Contact Stress ◽  
Dynamic Performance ◽  
Bending Moment ◽  
Dynamic Contact ◽  
Design Parameters ◽  
Seismic Load ◽  
Slope Reinforcement ◽  
Earthquake Action

The force affect factors of anchor anti-slide pile in slope reinforcement under seismic load are studied in this paper. First of all, the method of dynamic analysis is introduced in FLAC3D. At the same time, seismic wave is selected in seismic dynamic analysis. Then, the sensitivity influence of anti-slide pile design parameters on dynamic contact stress, shear force and dynamic bending moment is analyzed by applying the seismic wave, giving the most significant effect factors of the dynamic contact stress and dynamic moment. In the end, the distribution regular of the contact force and the pile body stress under earthquake action is analyzed by selecting a case, laying a theoretical foundation for the further study of the dynamic performance of the reinforced slope.

Design, Manufacturing and Testing of Small Shaking Table

2018 ◽  
Vol 7 (4.20) ◽  
pp. 426 ◽  
Author(s):  
Asad H. Humaish ◽  
Mohammed S. Shamkhi ◽  
Thualfiqar K. Al-Hachami
Keyword(s):  
Dynamic Response ◽  
Shaking Table ◽  
Single Frequency ◽  
Main Body ◽  
Maximum Displacement ◽  
Maximum Acceleration ◽  
Geotechnical Centrifuge ◽  
Concrete Gravity Dams ◽  
Sinusoidal Waveform ◽  
Model Weight

The seismic performance and the dynamic response of concrete gravity dams can be verified by several techniques. Both geotechnical centrifuge apparatus (under N-g values) and shaking table (under 1-g) are the commonly used techniques in the world. This paper deals with designing, manufacturing, and testing of small shaking table to investigate different geotechnical and engineering problems. The main body of the designed shaking table consists of steel frame (local iron) manufactured as a hollow box with steel plate, 6mm in thickness and one-direction movable platform (as a basket carrying the container of the model).  Inside this main box, all the mechanical parts that work as one system to generate the motion of the seismic wave with an acceleration that needed to the test.  The facilities of this shaking table, the movable base has a dimension of 0.8m x1.2m and the platform mass approximately 2 kN, the maximum allowable model weight of 10kN, the range of frequency from 0 to 20 Hz, the maximum acceleration amplitude of 1.2g and maximum displacement of 14mm. It can simulate only the single frequency motion (i.e. sinusoidal wave). The measured accelerations at different soil model level for the tested shaker under 0.6g sinusoidal waveform gave a reasonable prediction for the dynamic response and the amplification characteristics.  

Dynamic Response of the Steel Bridge Deck Thin Surfacing due to Vehicle Load

2010 ◽  
Vol 148-149 ◽  
pp. 544-547
Author(s):  
Xun Qian Xu ◽  
Ye Yuan Ma ◽  
Guo Qing Wu ◽  
Xiu Mei Gao
Keyword(s):  
Dynamic Response ◽  
Bridge Deck ◽  
Three Dimensional ◽  
Coupled Model ◽  
Interface Layer ◽  
Dynamic Responses ◽  
Steel Bridge ◽  
Vehicle Load ◽  
Moving Vehicles ◽  
Space Technique

Basing on the coupled vibration theory, dynamic behavior of steel bridge deck thin surfacing under rand moving vehicles is studied. A three-dimensional coupled model is carried out for the steel bridges deck thin surfacing and vehicle. A method based on modal superposition and state space technique is developed to solve dynamic response generated by vehicle-surfacing interaction. The dynamic responses of an actual steel bridge deck thin surfacing are studied. The results show that adding epoxy asphalt as a sub coat can improve interface adhesion strength, which would be designed as the interface layer of steel deck thin surfacing.

Study on Lateral Dynamic Response of Pile Foundation in Liquefiable Soil by Using FBG Method

2012 ◽  
Vol 238 ◽  
pp. 337-340 ◽  
Author(s):  
Yu Run Li ◽  
Yan Liang ◽  
Xing Wei ◽  
Yun Long Wang ◽  
Zhen Zhong Cao
Keyword(s):  
Dynamic Response ◽  
Data Acquisition ◽  
Pile Foundation ◽  
Maximum Stress ◽  
Shaking Table Test ◽  
Data Acquisition System ◽  
Seismic Damage ◽  
Shaking Table ◽  
Calculation Methods ◽  
Liquefiable Soil

The study on lateral dynamic response of pile foundation in liquefiable soil is a significant part about seismic damage. In this paper, a new data acquisition system of FBG and calculation methods is used in the small shaking table test. The results show that FBG method used in this test is proved to be efficient and acceptable in both time characteristics and precision characteristics, it may be widely applied in the future doubtlessly. What’s more, the characteristics of p-y curves in different peak accelerations are discussed. And varying of maximum stress and displacement by corresponding acceleration is discussed. A contrast about p-y curve between dry sand and saturate sand is related, which provides a new direction in research about p-y curve.

scholarly journals Efficiency of Using Tuned Mass Damper to Reduce Damage after Strong Earthquakes

2018 ◽  
Vol 239 ◽  
pp. 05014
Author(s):  
Andrei Benin ◽  
Alexander Uzdin ◽  
Olga Nesterova
Keyword(s):  
Plastic Deformation ◽  
Spectral Composition ◽  
Tuned Mass Damper ◽  
Seismic Action ◽  
Loading History ◽  
Maximum Displacement ◽  
Strong Earthquakes ◽  
Structure Damage ◽  
Damage Degree ◽  
Mass Damper

The efficiency of applying tuned mass damper is substantiated for reducing the damageability of structures under strong earthquakes. Two models of structure damage accumulation are considered. The first model is elastoplastic one, the damage degree of the model being determined by the work of plastic deformation forces. The second model is a model with degrading rigidity the damage degree of the model is connected with the development of cracks and is determined by the maximum displacement of the structure in its loading history. For the first type of nonlinearity, i.e. the first model there is an amplitude-frequency characteristic and the optimum tuning of the mass damper corresponds to the maximum of this characteristic. For the second model of accumulation of damages there is no frequency response, therefore the mass damper tuning obtained with harmonic action on the elastic system was used. Calculations of the system with mass damper and without it using earthquake accelerograms have been carried out. Accelerograms, the most unfavorable in terms of the spectral composition for the structures under consideration, were chosen taking into account peak accelerations and energy characteristics of the seismic action. It has been established for elastoplastic systems that tuned mass damper reduces the time of the structure being in plastic stage and the work of plastic deformation forces. For systems with degrading stiffness tuned mass damper reduces the maximum movement of the system in its loading history.

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