Influence of Connection Location on Dynamic Characteristics of Three-Towers-Connected High-Rise Building

2011 ◽  
Vol 243-249 ◽  
pp. 419-425 ◽  
Author(s):  
Wei Bin Yuan ◽  
Lie De Wang
Keyword(s):  
Dynamic Characteristics ◽  
Flexible Structures ◽  
Time History ◽  
Mode Shapes ◽  
Maximum Displacement ◽  
Maximum Acceleration ◽  
Natural Period ◽  
High Rise ◽  
History Analysis ◽  
The Difference

With the increase of the height, the lateral stiffness of high-rise buildings decreased. The high and flexible structures would have large movement when they are suffered lateral forces arising from earthquakes and winds. Compared with the ordinary high-rise buildings, the dynamic characteristics of the connected tall building will be changed by the connection; its seismic response and background of excitation are more complicated. Various finite element models with different connection location are established in order to find out the change of dynamic characteristics caused by the connection. According to modal analysis, the natural periods and mode shapes of different models are obtained. By utilizing the time history analysis method, El Centro earthquake wave was inputted, the seismic responses are obtained. The difference of results and summarized variation of dynamic characteristics with connection factors are analyzed. The results show that structural natural period and mode shape will be changed when the connection position changing. Under the seismic excitation, the change of location has little effect on the displacement time history and the maximum displacement, but the influences to the acceleration time history and the maximum acceleration value are obvious.

scholarly journals Seismic Performance of Damper Installed In High-Rise Steel Building In Bangladesh

2018 ◽  
Vol 9 (1) ◽  
pp. 1-12
Author(s):  
T. Tabassum ◽  
K.S. Ahmed
Keyword(s):  
Linear Time ◽  
Time History ◽  
Time History Analysis ◽  
Friction Damper ◽  
Maximum Displacement ◽  
Maximum Acceleration ◽  
High Rise ◽  
History Analysis ◽  
Steel Building ◽  
Joint Acceleration

This research paper describes the results of analysis of the seismic behavior of a thirty story steel building with and without damper under different earthquake acceleration signals. The proposed procedure placed the various types of damper like friction damper, bilinear damper and exponential damper on the top three floors of the building. The study compares the different performances such as the joint displacement, joint acceleration, the base force of structure with and without damper for a thirty-story steel building using ETAB2015. The study further performs time history analysis for different seismic accelerograms to observe the actual time domain responses of the structure. Linear time-history analysis on this steel building structure indicates that maximum displacement, maximum base force, and maximum acceleration effectively reduce in the presence of damper at top three floors of the building.

scholarly journals Dynamic Characteristics and Time-History Analysis of Hydraulic Climbing Formwork for Seismic Motions

2021 ◽  
Vol 2021 ◽  
pp. 1-17
Author(s):  
Gang Yao ◽  
Haoting Guo ◽  
Yang Yang ◽  
Chengming Xiang ◽  
Soltys Robert
Keyword(s):  
Finite Element ◽  
Time History ◽  
Element Model ◽  
Von Mises Stress ◽  
Guide Rail ◽  
Maximum Displacement ◽  
High Rise ◽  
History Analysis ◽  
Von Mises ◽  
The Finite Element Model

With the widespread use and increasing cycle life of climbing formwork to construct high-rise buildings in earthquake-prone areas, the risk of earthquakes during the construction period increases. Hence, it is necessary to analyze the seismic response of climbing formwork. According to actual climbing formwork in the super high-rise office building of Wanda Plaza in Kunming, China, the finite element model of the climbing formwork is established on the Ansys platform. The correctness of the model is verified by comparing the natural frequencies of the actual climbing formwork and the finite element model. The time-history analysis of the climbing formwork subjected to earthquakes of varying strong magnitudes is carried out. The maximum displacement position and maximum von Mises stress position of the climbing formwork under different working conditions are determined, and the seismic response of the climbing formwork is analyzed. It has been found that when the formwork is under construction, the maximum displacement position of the climbing formwork is at the center of the long beam of the upper platform, and the maximum von Mises stress position is the joint of the outer pole of the main platform and tripod. Under the climbing condition, the maximum displacement position of the climbing formwork is at the top of the outer pole of the upper platform, and the maximum von Mises stress position is the joint of the beam of the tripod and guide rail. The climbing formwork is partially damaged under the simulated earthquake. However, the displacement is large, and some components have reached the yield state. It is recommended to strengthen the connection between the upper platform and the guide rail and enhance the strength and rigidity of the outer pole and tripod. Climbing formwork is more sensitive to horizontal earthquakes and has minimal sensitivity to vertical earthquakes. The structure attached to the climbing formwork will reduce its sensitivity to earthquakes. The research results are of practical significance for seismic design and improvement of climbing formwork.

scholarly journals Seismic Performance of Steel Frames with Semirigid Connections

2017 ◽  
Vol 2017 ◽  
pp. 1-10
Author(s):  
Iman Faridmehr ◽  
Mahmood Md. Tahir ◽  
Tom Lahmer ◽  
Mohd Hanim Osman
Keyword(s):  
Seismic Performance ◽  
Time History ◽  
Base Shear ◽  
Maximum Displacement ◽  
High Rise ◽  
History Analysis ◽  
Semirigid Connections ◽  
Extended End Plate ◽  
Plate Connection ◽  
Unloading Stiffness

The nonlinear stiffness matrix method was incorporated to investigate the structural performance of steel portal frames with semirigid connections. A portal frame with unstiffened extended end-plate connection was designed to demonstrate the adequacy of the proposed method. Besides, the seismic performance of steel portal frames with semirigid connections was investigated through time history analysis where kinematic hysteresis model was assigned to semirigid connections to account for energy dissipation and unloading stiffness. Based on the results of the study, it was found that generally semirigid connections influenced the force distribution which resulted in the decrease in base shear and lighter frame compared to the rigid one. The results also indicated that there was no direct relationship between maximum displacement at the top and connection stiffness in high-rise frames.

A statistical study on artificially generated earthquake records

1976 ◽  
Vol 3 (1) ◽  
pp. 11-19
Author(s):  
W. K. Tso ◽  
B. P. Guru
Keyword(s):  
Statistical Study ◽  
Spectral Response ◽  
Flexible Structures ◽  
Time History ◽  
Maximum Response ◽  
Response Analysis ◽  
Seismic Region ◽  
Natural Period ◽  
Earthquake Records ◽  
Time History Response

A statistical study has been done to investigate (i) the variation of spectral responses of structures due to artificially generated earthquake records with identical statistical properties, (ii) the effect of duration of strong shaking phase of artificial earthquakes on the response of structures, and (iii) the number of earthquake records needed for time-history response analysis of a structure in a seismic region. The results indicate that the flexible structures are more sensitive to the inherent statistical variations among statistically identical earthquake records. Consequently several records must be used for time-history response analysis. A sample of eight or more records appear to provide a good estimate of mean maximum response. The duration of strong shaking can significantly affect the maximum response. Based on the results, it is suggested that for the purpose of estimating peak response, the strong shaking duration of the input earthquake motion should be at least four times the natural period of the structure. The maximum responses due to statistically identical ground motion records are observed to fit approximately the type 1 extreme value distribution. Thus, it is rationally possible to choose a design value based on the mean, standard deviation of the spectral response values and tolerable probability of exceedance.

scholarly journals Seismic Performance of Multistorey RC Frame Building With The Soft Storey and Masonry Infill

2021 ◽  
pp. 650-656
Author(s):  
Kugan K ◽  
Mr. Nandha Kumar P ◽  
Premalath J
Keyword(s):  
Time History ◽  
Seismic Loading ◽  
Rc Frame ◽  
Base Shear ◽  
Maximum Displacement ◽  
Soft Storey ◽  
Masonry Infills ◽  
Frame Building ◽  
History Analysis ◽  
Rc Frame Building

In this study, four geometrically similar frames having different configurations of masonry infills, has been investigated. In this article attempts are made to explain the factors that impact the soft storey failure in a building are compared with different type of infill. That is Four models like RC bare frame, RC frame with brick mansonry infill, RC frame with brick infill in all the storeys exept the firstsoft storey, RC frame with inverted V bracing in the soft storey. Time history analysis has been carried out for a G+8 multistoried building to study the soft storey effect at different floor levels using E tabs software. The behavior of RC framed building with soft storey under seismic loading has been observed in terms of maximum displacement ,maximum storey drift, base shear and storey stiffness as considered structure.

scholarly journals Investigation of PTMD System Affected by Parkfield Near-Field Earthquake

2017 ◽  
Vol 11 (4) ◽  
pp. 70 ◽  
Author(s):  
Ali Vatanshenas
Keyword(s):  
Near Field ◽  
Structural Response ◽  
Time History ◽  
Steel Structure ◽  
Roof Displacement ◽  
Base Shear ◽  
Maximum Acceleration ◽  
Existing Structures ◽  
History Analysis ◽  
Reduction Methods

Earthquake is considered as the main destructive and collapsing factor of structures in near-fault zones, so design new structures and retrofitting existing structures in order to decrease structural responses is an unavoidable matter. One of the structural response reduction methods is using of TMDs. In this paper, a two-dimensional 10-storey steel structure as three structural models without PTMD, with a PTMD at the highest level and ten PTMDs with different characteristics at all levels with the Modal-FNA time-history analysis method under acceleration records with directivity and without directivity of Parkfield 2004 earthquake at the angle of the maximum acceleration response in the first mode period of structure after rotating the acceleration records at the station with directivity and its corresponding angle at the station without directivity were compared to each other in terms of the roof displacement, the input energy and the base shear. It was observed that the structure behavior in the case of using only one PTMD is better, but in the case where ten PTMDs with relative smaller masses were used compared to the case where only one PTMD was used is also with roof displacement reduction.

Dynamic Nonlinear Analysis of an Out-of-Code Highrise Building

2012 ◽  
Vol 594-597 ◽  
pp. 860-868
Author(s):  
Kai Hu ◽  
Ge Qu
Keyword(s):  
Nonlinear Analysis ◽  
Seismic Performance ◽  
Spectrum Analysis ◽  
Response Spectrum ◽  
Pushover Analysis ◽  
Time History ◽  
Response Spectrum Analysis ◽  
High Rise ◽  
History Analysis ◽  
Dynamic Nonlinear Analysis

The most common analysis methods of complex high-rise buildings are the response spectrum analysis, elastic time history analysis, pushover analysis and etc. Meanwhile, for the analysis of those high-rises whose height is higher than 200 meters, period is longer than 4 seconds, the dynamic nonlinear analysis would be more accurate. In this paper, the dynamic nonlinear analysis was executed in use of the Perform-3D program. The results show that the maximum top displacement can meet the national codes; most tie beams and the frame beams of the upper structure yielded in the IO~IS stage and parts reached the CP stage; both the laminated columns and the frame columns had a good performance on the shear behavior; and it is also proposed to strengthen the reinforcement at the reducted storeys. By all these above, it can be judged that the structure reached the codes’ seismic performance objectives.

Research on Seismic Performance Objectives of High-Rise Diagrid Tube Structures

2010 ◽  
Vol 163-167 ◽  
pp. 1100-1106
Author(s):  
Jun Teng ◽  
Wei Liang Guo ◽  
Bai Sheng Rong ◽  
Zuo Hua Li ◽  
Zhi Jun Dong
Keyword(s):  
Seismic Performance ◽  
Design Method ◽  
Time History ◽  
Lateral Stiffness ◽  
Related Factors ◽  
Concrete Core ◽  
Core Tube ◽  
Plastic Energy ◽  
High Rise ◽  
History Analysis

Diagrid tube structures have advantages on constructing high-rise buildings for its great lateral stiffness, but its seismic design methodology researches are limited. The two-stage design method in Chinese code is not specific enough for the seismic fortification objectives of this kind of structures. It is necessary to propose some specific seismic performance objectives for the key components. Typical CFST diagrid tube-concrete core tube structures are studied by dynamic elastic-plastic time-history analysis using Perform-3D program. The structure plasticity developing process is summarized and the distribution characteristics of seismic fortification lines between tubes are discussed. The influences of main structure lateral stiffness related factors on the plasticity developing process are researched. The key components of structure lateral stiffness and plastic energy dissipation are studied. The seismic performance objectives of the key components are proposed for the three-level seismic fortification objectives.

Seismic Performance Analysis of Steel Reinforced Concrete Frame-Concrete Core Wall Structure

2011 ◽  
Vol 243-249 ◽  
pp. 740-745 ◽  
Author(s):  
Qing Ning Li ◽  
Qing Mei Liu ◽  
Lin Zhao
Keyword(s):  
Reinforced Concrete ◽  
Time History ◽  
Wall Structure ◽  
Reinforced Concrete Frame ◽  
Concrete Core ◽  
Steel Reinforced Concrete ◽  
Concrete Frame ◽  
High Rise ◽  
History Analysis ◽  
Rare Earthquake

A steel reinforced concrete frame-concrete core wall structure is taken as the research object in this paper. The whole space finite element models are established by software ETABS, modal analysis, response spectrum method and elastic time-history analysis are conducted. And static elastio-plastic time history analysis of the high-rise structure is conducted by software MIDAS/GEN. Seismic response of the high-rise structure is analyzed under medium earthquake and rare earthquake , elastic deformation is calculated under conventional earthquake and elastic-plastic deformation is calculated under rare earthquake. The results show that the structure can meet the requirements of no-damage under light earthquake, repairable under medium earthquake and no-collapse under strong earthquake.

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