Seismic Performance and Effects of Different Joint Shapes for Unbonded Precast Segmental Bridge Columns

2016 ◽  
Vol 32 (4) ◽  
pp. 427-433
Author(s):  
H.-L. Wang ◽  
S.-W. Liu ◽  
Z. Zhang
Keyword(s):  
Seismic Performance ◽  
Residual Deformation ◽  
Time History ◽  
Bridge Columns ◽  
Nonlinear Time History Analysis ◽  
Backbone Curve ◽  
Coulomb’S Friction ◽  
Plane Contact ◽  
Nonlinear Time History ◽  
Segmental Bridge

AbstractTo study the seismic performance and the effects of different joint shapes for unbonded precast segmental bridge columns under low-reversed cyclic loading, two 3-D finite element (FE) models respectively using plane-contact joints and shear resistant joints were established. In the FE models, the mechanical behaviors of concrete and tendons were respectively described by the damage-plastic model and the bilinear model, and the contact criteria was based on Coulomb's Friction. The results of nonlinear time history analysis showed that the deformation of the columns was mainly composed of alternately open-closed joints, and the failure of the column was mainly caused by concrete crush on the bottom segment. Compared with two model's hysteresis loop, backbone curve, ductility and residual deformation, it was found that the column with shear resistant joints had longer stable period of strength, better ductility, and smaller residual displacement than the column with plane-contact joints, so it had better seismic performance.

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.

Strengthening Research in the Longitudinal Frames of Prefabricated Structures with Viscous Dampers

2013 ◽  
Vol 671-674 ◽  
pp. 782-785
Author(s):  
Bin He ◽  
Jin Lai Pang ◽  
Cheng Qing Liu
Keyword(s):  
Seismic Performance ◽  
Pushover Analysis ◽  
Vertical Direction ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Viscous Dampers ◽  
Existing Building ◽  
Concrete Frame ◽  
Uniform Drift ◽  
Nonlinear Time History

For the lack of research in the longitudinal frame of prefabricated structure for its weak lateral stiffness, pushover analysis is conducted to evaluate the seismic performance of a fabricated concrete frame. Based on case study, the strengthening strategies with viscous dampers are analyzed. In view of the undesirable drift distribution and failure mode in the existing building, it is believed that arrangement of dampers should be designed to attain a uniform drift distribution. Based on the nonlinear time history analysis method, the strategy of damper allocation in vertical direction of the structure is investigated .Results indicate that a proper design might be attained based on the property of existing system, leading to a uniform drift distribution and better seismic performance.

Research about Influence of Strength Variability on Seismic Performance of Weak Shear Type Concentrically-Braced Steel Frames

2011 ◽  
Vol 243-249 ◽  
pp. 1396-1400
Author(s):  
Yong Sheng Qi ◽  
Feng Hua Zhao ◽  
Jun Wen Zhou
Keyword(s):  
Seismic Performance ◽  
Steel Frames ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Analysis Method ◽  
History Analysis ◽  
Concentrically Braced ◽  
Shear Type ◽  
Nonlinear Time History ◽  
Strength Variability

Influence of strength variability of braces on the weak shear type concentrically-braced steel frames is studied by pushover and nonlinear time history analysis method, which leads to a conclusion that the overstrength of brace has obviously detrimental influence on the seismic performance of the structure, induces stronger seismic reaction and higher seismic risk. Another valuable discovery is that after the area of the braces of weak shear type centrically-braced steel frames are determined according to the requirement of current codes, the designer can intentionally specify the structural steel of comparatively low strength (for example, the 2nd group in the paper taking 70% strength of steel Q235) for the brace, which can provide the structure more excellent seismic performance.

Study on a Roller-Footing Isolated Single-Pier System

2012 ◽  
Vol 204-208 ◽  
pp. 2658-2661 ◽  
Author(s):  
Biao Wei ◽  
Shan Shan Li
Keyword(s):  
Seismic Performance ◽  
Time History ◽  
Internal Force ◽  
Nonlinear Time History Analysis ◽  
Isolation System ◽  
History Analysis ◽  
Object Of Study ◽  
Design Earthquake ◽  
Nonlinear Time History ◽  
Rolling Balls

As to improve bridges’ seismic performance, horizontal earthquake was isolated at the bottom of piers. With one pier system as the object of study, adopting nonlinear time history analysis analyzed the un-isolation system, the traditional isolation system and the new isolation system’s seismic performance especially when the actual earthquake was different from the design earthquake, in which the new isolation system was based on rolling balls. Results shows, as for the new isolation system, the internal force is independent of earthquake accelerations and earthquake periods, therefore, sympathetic vibration will not exist, and the internal force is always too small to destroy the system.

scholarly journals Evaluation of Seismic Performance and Effectiveness of Multiple Slim-Type Damper System for Seismic Response Control of Building Structures

2014 ◽  
Vol 2014 ◽  
pp. 1-9
Author(s):  
David Kim ◽  
Eun Hee Sung ◽  
Kwan-Soon Park ◽  
Jaegyun Park
Keyword(s):  
Cost Effectiveness ◽  
Seismic Performance ◽  
Time History ◽  
Nonlinear Time History Analysis ◽  
Damping Capacity ◽  
Building Structures ◽  
History Analysis ◽  
Loading Tests ◽  
Nonlinear Time History ◽  
Real Scale

This paper presents the evaluation of seismic performance and cost-effectiveness of a multiple slim-type damper system developed for the vibration control of earthquake excited buildings. The multiple slim-type damper (MSD) that consists of several small slim-type dampers and linkage units can control damping capacity easily by changing the number of small dampers. To evaluate the performance of the MSD, dynamic loading tests are performed with three slim-type dampers manufactured at a real scale. Numerical simulations are also carried out by nonlinear time history analysis with a ten-story earthquake excited building structure. The seismic performance and cost-effectiveness of the MSD system are investigated according to the various installation configurations of the MSD system. From the results of numerical simulation and cost-effectiveness evaluation, it is shown that combinations of the MSD systems can effectively improve the seismic performance of earthquake excited building structures.

Seismic Performance Evaluation of a Steel-Concrete Hybrid Frame-Tube High-Rise Building Structure

2011 ◽  
Vol 137 ◽  
pp. 149-153 ◽  
Author(s):  
Huan Jun Jiang ◽  
Bo Fu ◽  
Lao Er Liu
Keyword(s):  
Numerical Analysis ◽  
Seismic Performance ◽  
Mainland China ◽  
Time History ◽  
Tall Buildings ◽  
Hybrid Structure ◽  
Nonlinear Time History Analysis ◽  
Seismic Performance Evaluation ◽  
History Analysis ◽  
Nonlinear Time History

Due to its unique advantages, the steel-concrete hybrid structure has been widely used in tall buildings around the world. In Mainland China it has been utilized as one of the most popular structural types for super tall buildings. In this study the seismic performance of a code-exceeding tall building with the hybrid frame-tube structure to be constructed in Beijing is evaluated by numerical analysis. The analytic model of the structure is established with the aid of PERFORM-3D program, and the nonlinear time history analysis is performed by inputting four sets of earthquake ground motions. The elastic dynamic characteristics, the global displacement responses, the performance levels and the deformation demand-to-capacity ratios of structural components under different levels of earthquakes are presented. Numerical analysis results indicate that the hybrid structure has good seismic performance.

Nonlinear Time-History Analysis of a Six-Story Wood Platform Frame Buildings in Vancouver, British Columbia

2012 ◽  
Vol 28 (2) ◽  
pp. 621-637 ◽  
Author(s):  
Chun Ni ◽  
Shiling Pei ◽  
John W. van de Lindt ◽  
Steven Kuan ◽  
Marjan Popovski
Keyword(s):  
British Columbia ◽  
Seismic Performance ◽  
Numerical Study ◽  
Residential Buildings ◽  
Time History ◽  
Building Code ◽  
Nonlinear Time History Analysis ◽  
Frame Buildings ◽  
Wood Frame ◽  
Nonlinear Time History

In 2009, the British Columbia Building Code was amended to increase the allowable height of wood-frame residential buildings to six stories from four stories. This paper presents the details of a numerical study undertaken to understand the seismic performance of six-story wood-frame buildings designed in accordance with the 2006 British Columbia Building Code. To investigate the seismic behavior, a four-story building was used to represent the benchmark seismic performance prior to the amendment. Two independent analyses using computer programs DRAIN-3DX and SAPWood were carried out on representative buildings located in the city of Vancouver, BC, using a suite of 20 earthquake records scaled to the design seismic hazard level for the site. The analyses showed that six-story wood-frame buildings had similar performance to four-story wood-frame buildings.

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.

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.

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