Seismic tests on a model shear wall with friction joints

1983 ◽  
Vol 10 (1) ◽  
pp. 52-59 ◽  
Author(s):  
P. Baktash ◽  
C. Marsh ◽  
A. Pall
Keyword(s):  
Energy Dissipation ◽  
Dynamic Analysis ◽  
Time History ◽  
Tall Buildings ◽  
Shaking Table ◽  
Earthquake Resistant Structures ◽  
Seismic Tests ◽  
Nonlinear Time History ◽  
Energy Absorbing ◽  
Slip Force

The behaviour of energy-absorbing friction joints in vertical connections was studied using a model on a shaking table. By varying the slip force in the joints it was shown that there is an optimum value that maximizes the energy dissipation and minimizes the stress for a given seismic intensity.Results given by nonlinear time history dynamic analysis are compared with values from the tests. A proposed approximate method for the calculation of the optimum slip force is given that agrees well with the other values obtained. Keywords: seismic response, tall buildings, friction joints, energy dissipation, earthquake resistant structures, model tests, dynamic analysis.

Friction-Type Seismic Isolation Device of Steel Pile Foundation in Shaking Table Tests and its Numerical Simulations

2016 ◽  
Vol 845 ◽  
pp. 233-239
Author(s):  
Buntara Sthenly Gan ◽  
Susumu Nakamura ◽  
Noriaki Sento ◽  
Kosuke Ito
Keyword(s):  
Numerical Simulations ◽  
Pile Foundation ◽  
Seismic Isolation ◽  
Low Cost ◽  
Time History ◽  
Shaking Table ◽  
Steel Sphere ◽  
Pile Cap ◽  
Isolation Device ◽  
Nonlinear Time History

Pile foundation equipped with a low-cost frictional type seismic isolation device is investigated. The frictional mechanism results from a contact between two surfaces of a half steel sphere mounted on the pile cap and the corresponding inner steel sphere embedded in the footing of upper structure. To verify the mechanical behaviors of the pile with frictional type seismic isolation device, tests, and its numerical simulations have been performed. The rotational friction device is found to be very effective in releasing the internal energy transferred from the pile foundation to the upper structure. The behavior of the friction-type device was studied by modeling using the nonlinear time history dynamic analysis. It was observed that the responses of the structures with devices can be approximated by using springs and dampers model.

Application of Damper in the Seismic Engineering

2013 ◽  
Vol 391 ◽  
pp. 301-304
Author(s):  
Teng Fei Zhong ◽  
Yu Bai ◽  
Ya Juan Sun
Keyword(s):  
Energy Dissipation ◽  
Time History ◽  
Reference Value ◽  
Seismic Effect ◽  
Parameter Method ◽  
Stiffness Parameter ◽  
Seismic Engineering ◽  
History Of ◽  
Nonlinear Time History ◽  
Simplified Modeling

The article describes the theory and application of energy dissipation technology. Puts forward the simplified modeling and optimization of damper stiffness parameter method .Through nonlinear time history of the structure show its obvious seismic effect. Prove that the method has certain reference value of the energy dissipation design.

Study of a New Type SMA Damper

2011 ◽  
Vol 250-253 ◽  
pp. 2897-2901
Author(s):  
Jie Ying Sui ◽  
Chen Ming Xu ◽  
Wen Feng Liu
Keyword(s):  
Energy Dissipation ◽  
Dynamic Analysis ◽  
Seismic Response ◽  
Time History ◽  
Seismic Vibration ◽  
Passive Energy Dissipation ◽  
New Type ◽  
Story Building

In this paper, a new type SMA damper making use of SMA wire was designed. When the damper was in a tensile, compressed or tensional condition, the SMA wire is always in the condition of tension. The passive energy dissipation control of seismic vibration makes use of the super elasticity and high damping of tensile SMA wire. On the basis of the study of a 10-story building, five groups of the placement of the damper are used in time-history dynamic analysis .By contrasting the five different results, the influencing rules of the placement of the damper on seismic response of the structure can be concluded.

Investigation on the reasonable area of energy-dissipation bars for hybrid rocking columns

2021 ◽  
Author(s):  
Zehua Bao ◽  
Xueqi Zhong ◽  
Jianzhong Li
Keyword(s):  
Energy Dissipation ◽  
Numerical Investigation ◽  
Time History ◽  
Time History Analysis ◽  
Reinforcement Ratio ◽  
Nonlinear Time History Analysis ◽  
History Analysis ◽  
Residual Deformations ◽  
Seismic Displacements ◽  
Nonlinear Time History

<p>In recent years, hybrid rocking columns have drawn more and more interests from researchers, due to their self-centering capacity. The energy-dissipation bars, which are generally applied at the rocking joints of hybrid rocking columns, could improve their energy dissipation capacities. Thus, the reasonable reinforcement ratio of energy-dissipation bars is much required for engineering applications. To determine the reasonable reinforcement ratio of energy-dissipation bars, a numerical investigation is conducted in this paper based on nonlinear time-history analysis. The analysis results show that a reasonable reinforcement ratio of energy-dissipation bars can effectively reduce seismic displacements of the hybrid rocking columns, without excessive residual deformations. Further, the reasonable reinforcement ratio of energy-dissipation bars for hybrid rocking columns with different periods is proposed in this paper.</p>

Comparison of Responses of Guyed and Freestanding Transmission Line Towers Under Conductor Breakage Loading

2015 ◽  
Vol 15 (08) ◽  
pp. 1540023 ◽  
Author(s):  
Fábio Alminhana ◽  
Faris Albermani ◽  
Matthew Mason
Keyword(s):  
Dynamic Analysis ◽  
Transmission Line ◽  
Progressive Failure ◽  
Time History ◽  
Structural System ◽  
Structural Components ◽  
Analysis Scheme ◽  
Internal Forces ◽  
Nonlinear Time History ◽  
Explicit Dynamic

Cascades have been a prominent feature of many transmission line (TL) accidents around the world. During these events, a localized member failure changes the boundary conditions of the structural system, magnifying member loads over a considerable extension of the line. This results in the progressive failure of successive support structures. Phase conductor breakage is regarded as the most severe cascade triggering event, generating a shock wave that propagates through the conductor and induces large unbalanced longitudinal loads on the transmission line components. Under such an extreme loading event, nonlinear time-history dynamic analysis has to be employed to predict the response of the TL system. In the present work, an explicit dynamic analysis scheme is developed to predict the response of a multi-span TL section. The analysis includes all the main structural components of a TL section. This procedure was used to investigate the response of two types of suspension steel latticed towers, guyed and freestanding, subjected to conductor breakage loading. Results indicate the occurrence of peak dynamic loads (PDLs), that significantly increase the internal forces in system components, exceeding their design capacities, particularly in tower's members. The results also show that the guyed tower accommodates such a loading event more adequately than the freestanding tower.

Cost-Benefit Analysis of Applying SM570 Steel to Tall Buildings in Taiwan

2014 ◽  
Vol 1079-1080 ◽  
pp. 419-422
Author(s):  
Heui Yung Chang ◽  
Kuen Tai Liou ◽  
Ker Chun Lin
Keyword(s):  
Cost Benefit Analysis ◽  
Time History ◽  
Tall Buildings ◽  
Cost Benefit ◽  
Steel Buildings ◽  
Steel Columns ◽  
Story Drift ◽  
Stress Ratios ◽  
Nonlinear Time History ◽  
The Cost

The cost and benefits have been analyzed of applying SM570 steel to tall buildings in Taiwan. In detail, two 40-story steel buildings are designed for the Taipei Microzonation II. One building has SN490B steel columns. The other also uses SM570 steel for the 1st -to- 14th -story columns. The stress ratios and story drift ratios are limited to 0.9 and 0.005, respectively. The drift demands are then evaluated by using nonlinear time history analyses with 14 sets of ground motions scaled to the intensity for the return periods of 475 and 2500 years. By FEMA 356, the building fragility is further assessed using the drift ratios of 2.5% and 5% for life safety and collapse prevention. It is concluded that the use of SM570 steel saves 140 tons steel in total, approximately 3%. That also reduces the seismic drift demands of the building, greatly decreasing the failure probability against earthquake collapse.

Damped moment-resistant braced frames: a comparative study

1987 ◽  
Vol 14 (3) ◽  
pp. 342-346 ◽  
Author(s):  
Parvaneh Baktash ◽  
Cedric Marsh
Keyword(s):  
Energy Dissipation ◽  
Steel Frames ◽  
Hysteresis Loops ◽  
Time History ◽  
Braced Frames ◽  
Building Frames ◽  
Steel Building ◽  
Nonlinear Time History ◽  
Eccentric Bracing ◽  
Seismic Forces

This paper reports a study on the comparisons between the behaviours of braced steel building frames with friction joints and with eccentric bracing, under seismic forces. Nonlinear time-history dynamic analysis is used. Friction damping is shown to be of particular merit. Key words: bracing, damping, ductility, dynamics, earthquakes, eccentric; energy dissipation, friction, hysteresis loops, response, steel frames, time history.

scholarly journals Simplified Analytical Model and Shaking Table Test Validation for Seismic Analysis of Mid-Rise Cold-Formed Steel Composite Shear Wall Building

2018 ◽  
Vol 10 (9) ◽  
pp. 3188 ◽  
Author(s):  
Jihong Ye ◽  
Liqiang Jiang
Keyword(s):  
Energy Dissipation ◽  
Shaking Table Test ◽  
Time History ◽  
Shear Wall ◽  
Shaking Table ◽  
Simplified Model ◽  
Composite Shear Wall ◽  
New Material ◽  
Composite Shear ◽  
Floor System

To develop the cold-formed steel (CFS) building from low-rise to mid-rise, this paper proposes a new type of CFS composite shear wall building system. The continuous placed CFS concrete-filled tube (CFRST) column is used as the end stud, and the CFS-ALC wall casing concrete composite floor is used as the floor system. In order to predict the seismic behavior of this new structural system, a simplified analytical model is proposed in this paper, which includes the following. (1) A build-up section with “new material” is used to model the CFS tube and infilled concrete of CFRST columns; the section parameters are determined by the equivalent stiffness principle, and the “new material” is modeled by an elastic-perfect plastic model. (2) Two crossed nonlinear springs with hysteretic parameters are used to model a composite CFS shear wall; the Pinching04 material is used to input the hysteretic parameters for these springs, and two crossed rigid trusses are used to model the CFS beams. (3) A linear spring is used to model the uplift behavior of a hold-down connection, and the contribution of these connections for CFRST columns are considered and individually modeled. (4) The rigid diaphragm is used to model the composite floor system, and it is demonstrated by example analyses. Finally, a shaking table test is conducted on a five-story 1:2-scaled CFS composite shear wall building to valid the simplified model. The results are as follows. The errors on peak drift of the first story, the energy dissipation of the first story, the peak drift of the roof story, and the energy dissipation of the whole structure’s displacement time–history curves between the test and simplified models are about 10%, and the largest one of these errors is 20.8%. Both the time–history drift curves and cumulative energy curves obtained from the simplified model accurately track the deformation and energy dissipation processes of the test model. Such comparisons demonstrate the accuracy and applicability of the simplified model, and the proposed simplified model would provide the basis for the theoretical analysis and seismic design of CFS composite shear wall systems.

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