scholarly journals Shaking Table Test of a RC Frame with EPSC Latticed Concrete Infill Wall

2017 ◽  
Vol 2017 ◽  
pp. 1-18 ◽  
Author(s):  
Baizan Tang ◽  
Xiaojun Li ◽  
Su Chen ◽  
Lihong Xiong
Keyword(s):  
Shaking Table Test ◽  
Comprehensive Evaluation ◽  
Shaking Table ◽  
Wall Material ◽  
Rc Frame ◽  
Seismic Responses ◽  
Concrete Wall ◽  
Infill Wall ◽  
Infill Walls ◽  
Rc Shear Wall

The expansive polystyrene granule cement (EPSC) latticed concrete wall is a new type of energy-saving wall material with load-bearing, insulation, fireproof, and environmental protection characteristics. A series of shaking table tests were performed to investigate the seismic behavior of a full-scale reinforced concrete (RC) frame with EPSC latticed concrete infill wall, and data obtained from the shaking table test were analyzed. The experimental results indicate that the designed RC frame with EPSC latticed concrete infill wall has satisfactory seismic performance subjected to earthquakes, and the seismic responses of the model structure are more sensitive to input motions with more high frequency components and long duration. The EPSC latticed concrete infill wall provided high lateral stiffness so that the walls can be equivalent to a RC shear wall. The horizontal and vertical rebar, arranged in the concrete lattice beam and column, could effectively restrain the latticed concrete infill wall and RC frame. To achieve a more comprehensive evaluation on the performance of the RC frame with latticed concrete infill walls, further research on its seismic responses is expected by comparing with conventional infill walls and nonlinear analytical method.

Cyclic Performance of Two-Story Ductile RC Frames With Infill Walls

2005 ◽  
Author(s):  
Yung-Hsin Yeh ◽  
Wen-I Liao
Keyword(s):  
Model Building ◽  
General Purpose ◽  
Rc Frame ◽  
Building Structures ◽  
Base Shear ◽  
Concrete Frames ◽  
Infill Wall ◽  
Infill Walls ◽  
Rc Frames ◽  
Short Beam

This paper presents the results of the experimental and analytical investigations conducted on four 0.8 scale 2-story one bay ductile reinforced concrete frames with infill nonstructural walls subjected to cyclically increasing loads. The material properties and the member sizes of beams and columns in the four RC frame specimens are identical, but with different types of infill nonstructural wall. These four frames are the pure frame, frame with short column, frame with short beam and frame with wing walls. The four RC frame specimens were designed and constructed according to the general prototype building structures in Taiwan. Test results indicate that the ductility behavior of the frames with infill wall is similar to those of the pure frame. The ultimate base shear strength of the frames with infill walls is higher than those of the pure frame. Analytical results show that the proposed simplified multi-linear beam-column element implemented in a general purpose structural analysis program can accurately simulate the cyclic responses of the RC frame specimen incorporating the elastic flexural stiffness computations suggested by the model building codes.

Shaking table test of seismic responses of anchor cable and lattice beam reinforced slope

2020 ◽  
Vol 17 (5) ◽  
pp. 1251-1268
Author(s):  
Jian-jing Zhang ◽  
Jia-yong Niu ◽  
Xiao Fu ◽  
Li-cong Cao ◽  
Qiang Xie
Keyword(s):  
Shaking Table Test ◽  
Shaking Table ◽  
Seismic Responses ◽  
Reinforced Slope ◽  
Anchor Cable ◽  
Lattice Beam

Numerical Simulation of a RC Frame Shaking Table Test Model Based on CANNY

2010 ◽  
Vol 163-167 ◽  
pp. 981-986
Author(s):  
Li He ◽  
Xian Guo Ye
Keyword(s):  
Numerical Simulation ◽  
Shaking Table Test ◽  
Simulation Analysis ◽  
Shaking Table ◽  
Test Model ◽  
Rc Frame ◽  
Reinforced Concrete Frame ◽  
Element Analysis ◽  
Concrete Frame ◽  
History Of

This paper presents the nonlinear dynamic simulation analysis of a shaking table test specimen, which was a twelve- story reinforced concrete frame and tested under base excitations representing four earthquake records of increasing intensity. Owing to the length constraint of the paper, three cases are used for the simulation. The numerical simulation of the test model is conducted utilizing the finite element analysis procedure CANNY, and the analysis results include the natural frequency, response history of the frame and the damage evolution. It is concluded from comparisons between experimental results and the numerical simulation ones that the latter matches well with the former, therefore the validity of the analytical method and model for simulation of RC frame shaking table test is proved.

scholarly journals Damage monitoring of the RC frame shaking table test and comparison with FEM results

2017 ◽  
Vol 210 ◽  
pp. 393-400
Author(s):  
Shuang Hou ◽  
Haibin Zhang ◽  
Xin Han ◽  
Jinping Ou
Keyword(s):  
Shaking Table Test ◽  
Shaking Table ◽  
Rc Frame ◽  
Damage Monitoring

Shaking Table Tests With Large Test Specimens of Seismically Isolated FBR Plants: Part 2—Damage Test of Reinforced Concrete Wall Structure

2009 ◽  
Author(s):  
Satoru Inaba ◽  
Takuya Anabuki ◽  
Kazutaka Shirai ◽  
Shuichi Yabana ◽  
Seiji Kitamura
Keyword(s):  
Reinforced Concrete ◽  
Seismic Isolation ◽  
Shaking Table Test ◽  
Shaking Table ◽  
Wall Structure ◽  
Shaking Table Tests ◽  
Concrete Wall ◽  
Restoring Force ◽  
Seismically Isolated ◽  
Rubber Bearings

This paper describes the dynamic damage test of a reinforced concrete (RC) wall structure with seismic isolation sysytem. It has been expected that seismically isolated structures are damaged in sudden when the accelerations of the structures exceed a certain level by hardening of the rubber bearings. However, the response behavior and the damage mode have not been observed by experimental test yet. So, shaking table tests were carried out at “E-Defense”, equipping the world’s largest shaking table, located at Miki City, Hyogo prefecture, Japan. The specimen was composed of an upper structure of 600 ton by weight and six lead-rubber bearings (LRBs) of 505 mm in diameter which provide both stiffness and hysteretic damping. The upper structure consisted of a RC mass and four RC walls with counter weight. The RC wall structure was designed so that the damage of the RC wall occurred between the shear force at the hardening of the rubber bearings and that at their breaking. The dimensions of the RC wall were 1600 × 800 × 100 mm (B × H × t). The reinforcement ratios were 2.46% in vertical by D13 (deformed reinforcing bar, 13 mm in diameter) and 1.0% in horizontal by D10. The shaking table test was conducted consecutively by increasing the levels up to 225% of tentative design earthquake motion. Consequently, because of the increase of the structural response by the hardening of the rubber bearings, the damage of the wall structure with seismic isolation system suddenly happened. In addition, the preliminary finite element analysis simulated the test results fairly well, which were the restoring force characteristics, the crack patterns of the RC wall structure and such.

Nonlinear Seismic Analysis of Masonry Infilled RC Frame Structures

2011 ◽  
Vol 117-119 ◽  
pp. 288-294
Author(s):  
Xiao Ying Gong ◽  
Jun Wu Dai
Keyword(s):  
Seismic Design ◽  
Frame Structures ◽  
Lateral Stiffness ◽  
Rc Frame ◽  
Stiffness Ratio ◽  
Infill Wall ◽  
Infill Walls ◽  
Floor Slab ◽  
Rc Frame Structures ◽  
Lateral Stiffness Ratio

Many RC frame structures were severely damaged or collapsed in some layer. The phenomenon was significantly different from the expected failure mode in seismic design code. This paper comprehensively sums up the earthquake characteristics of masonry infilled RC frame structures. Based on an investigation of a masonry infilled RC frame structure damaged in the earthquake area, conduct the research on frail-layer caused by infill walls uneven decorated. On the hypothesis of keeping the main load-bearing component invariant, two models were considered, i. e. frame with floor slab, and frame with both floor slab and infill wall. Furthermore, divide them into groups of the bottom, the middle and the top frail-layer to discuss by changing the arrange of infill wall. Time history analyses using three-dimensional sophisticated finite element method were conducted. The major findings are: 1)infill walls may significantly alter the failure mechanism of the RC frames. 2)controlling the initial interlayers lateral stiffness ratio in a reasonable range is an effective method to avoid frail-layer damage. These findings suggest that the effects of infill wall should be considered in seismic design, keep the initial interlayers lateral stiffness ratio less than the paper suggested, and the structural elasto-plastic analysis model should take slabs and infill walls into account.

scholarly journals THREE-DIMENSIONAL SHAKING TABLE TEST OF A TEN STORY RC FRAME (2015)

2018 ◽  
Vol 83 (750) ◽  
pp. 1139-1149
Author(s):  
Yusuke TOSAUCHI ◽  
Eiji SATO ◽  
Kunio FUKUYAMA ◽  
Takahito INOUE ◽  
Koichi KAJIWARA ◽  
...  
Keyword(s):  
Shaking Table Test ◽  
Three Dimensional ◽  
Shaking Table ◽  
Rc Frame

Experimental Investigation on Mid-Story Isolated Structures

2010 ◽  
Vol 163-167 ◽  
pp. 4014-4021
Author(s):  
Xiang Yun Huang ◽  
Fu Lin Zhou ◽  
She Liang Wang ◽  
Liu Han Wen Heisha ◽  
Xue Hai Luo
Keyword(s):  
Dynamic Characteristics ◽  
Shaking Table Test ◽  
Base Isolation ◽  
Shaking Table ◽  
Dynamic Responses ◽  
Seismic Responses ◽  
Isolation Technique ◽  
Vertical Stiffness ◽  
Isolation Layer ◽  
Rubber Bearings

Isolation technique has been acceded as a part of the China Seismic Code for Design of Buildings. In this code, the limitations for using isolation design are very strict, superstructure must be regular and the isolation layer must be located on the top of base (base isolated structure). Because of the needs of architecture and function or the feasibility of technique, some limitations have been broken in recent projects. Sometimes isolated layer can be set on the intermediate story, so-called the mid-story isolated structure. According to the characteristic of structure, isolation layer of mid-story isolated structure is set on a place where the structure’s vertical stiffness is suddenly changed, as like the top of the first story, middle story, conversion story of the structure. Laminated rubber bearings (LRB) are adopted as an isolation layer. Because the isolation layer is set on intermediate story, the whole structure is divided into superstructure and substructure; the structure’s dynamic characteristics are changed. The mechanism of mid-story isolated structure appears different characteristic compared with base isolation. The aim of mid-story isolation is not only to reduce seismic responses of superstructure, but also to reduce seismic responses of the substructure. Theoretical analysis and the shaking table test of the mid-story isolated structure were carried. And the response of mid-story isolated structure is discussed by comparing with the response of base-isolated structure and base fixed structure. The key problems of mid-story isolated structure are the force condition and the interaction of the structure up and below the isolation layer. Many factors, such as the number of story, mass, stiffness of superstructure and substructure, parameter of the isolation layer, have influence on the seismic behavior of the mid-story isolated structure. The optimum combination relationship of these factors is presented and dynamic characteristics and dynamic responses are investigated.

Shaking Table Test Study on Seismic Responses of Base-Isolated Buildings under Near-Fault Ground Motions

2014 ◽  
Vol 1020 ◽  
pp. 457-462
Author(s):  
Miao Han ◽  
Yan Ling Duan ◽  
Huan Sun
Keyword(s):  
Shaking Table Test ◽  
Ground Motions ◽  
Shaking Table ◽  
Scale Model ◽  
Seismic Responses ◽  
Velocity Pulse ◽  
Isolation System ◽  
Near Fault ◽  
Test Study ◽  
Isolated Structures

The shaking table tests of a 1:7 scale model of three-floor steel frame base-isolated building was completed to study the seismic responses of base-isolated buildings under near-fault ground motions. Under the action of the typical near-fault seismic wave, the seismic responses of base-isolated structures increase with the increase of PGA. The maximum story displacements of super-structure decrease with increase of story. The velocity pulse has an adverse effect to acceleration responses of base-isolated structures. The isolation effect of base-isolated super-structures is still favorable under near-fault ground motions, but it will be necessary to add damping in isolation system or limit the displacement of bearings to prevent the excessive deformation of isolation layer.

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