The Seismic Performance Analysis of Brick Masonry Wall between Windows with Central Reinforced Concrete Constructional Columns

2012 ◽  
Vol 193-194 ◽  
pp. 1221-1225
Author(s):  
Jing Yang ◽  
Wen Fang Zhang
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
Shear Failure ◽  
Reaction Force ◽  
Horizontal Displacement ◽  
Masonry Wall ◽  
Shear Capacity ◽  
Brick Masonry ◽  
Displacement Curve ◽  
Element Analysis

To research the seismic performance and failure mode of longitudinal independent brick masonry wall between or not between windows with setting central reinforced concrete constructional columns under the lateral function and vertical load, this paper used ABAQUS finite element analysis software to model the walls between or not between windows and be in stress analysis, obtaining the reaction force- displacement curve of loading location and the maximum horizontal displacement at the top of wall. Calculate and compare the shear strength and flexural capacity of walls. The results show that the brick masonry wall between windows with central constructional columns occurred shear failure, but the wall without windows occurred flexural failure. And compared with the wall between windows, the ductility increased, the shear capacity reduced and the seismic performance improved. Propose that can set up a isolated seam between the windowsill wall and longitudinal wall invented by Zhang Wenfang etc., and turn window wall to wall without windows to improve the seismic behavior of wall between windows.

Loading Height on Reinforced Brick Masonry Wall's Failure Mode and Seismic Performance with Finite Element Analysis Method

2013 ◽  
Vol 788 ◽  
pp. 546-549
Author(s):  
Zhi Heng Wu ◽  
Wen Fang Zhang
Keyword(s):  
Finite Element ◽  
Failure Mode ◽  
Seismic Performance ◽  
Shear Failure ◽  
Element Model ◽  
Masonry Wall ◽  
Brick Masonry ◽  
Element Analysis ◽  
Plastic Energy ◽  
Deformation Ability

Loading height is a key factor that affects brick masonry wall specimens failure mode and seismic performance. To explore reinforced brick masonry walls failure pattern and seismic performance in different loading height, reinforced brick masonry wall MARC finite element model with 1.44 aspect ratio is set up to analyze its failure mode and seismic performance at constant vertical stress and different loading height. Results are as follows: bending failure happens more easily at higher loading height and shear failure happens more easily at lower loading height; wall specimen shows better deformation ability, elastic and plastic energy dissipation capacity but lower ultimate bearing capacity at higher loading height.

scholarly journals Seismic Performance of Reinforced Concrete Short Columns Subjected to Freeze–Thaw Cycles

2019 ◽  
Vol 9 (13) ◽  
pp. 2708 ◽  
Author(s):  
Yixin Zhang ◽  
Shansuo Zheng ◽  
Xianliang Rong ◽  
Liguo Dong ◽  
Hao Zheng
Keyword(s):  
Reinforced Concrete ◽  
Energy Dissipation ◽  
Shear Deformation ◽  
Seismic Performance ◽  
Shear Failure ◽  
Shear Capacity ◽  
Hysteretic Behavior ◽  
Freeze Thaw ◽  
Failure Patterns ◽  
Short Columns

Previous research shows that freeze–thaw cycles represent one of the most dangerous threats to reinforced concrete (RC) structures. However, there is almost no experimental data on the effects of freeze–thaw cycles on the seismic behavior of RC columns showing flexure-shear failure. In this study, three columns with the shear span-to-depth ratio of 2.5 were subjected to different numbers of freeze–thaw cycles (FTCs) and pseudo-static testing. The seismic performance indexes of the specimens were analyzed in terms of hysteretic behavior, skeleton curves, shear deformation, and energy dissipation. The test observations show that the failure patterns of the test columns altered from the flexure dominated to shear dominated, owing to the more severe deterioration in shear capacity induced by freeze–thaw attack than in flexure capacity. The test results also indicate that freeze–thaw cycles significantly decrease the ductility and energy dissipation of test columns, and they increase the contributions of shear deformation to the total deformation.

scholarly journals Finite Element Modelling of Reinforced Concrete Beam Strengthened with Embedded Steel Reinforcement Bars

2019 ◽  
Vol 1 (1) ◽  
pp. 38-45 ◽  
Author(s):  
Nurman Chandra ◽  
Ridwan Ridwan ◽  
Muhammad Ikhsan
Keyword(s):  
Reinforced Concrete ◽  
Concrete Beam ◽  
Reaction Force ◽  
Reinforced Concrete Beam ◽  
Shear Capacity ◽  
Fe Analysis ◽  
Displacement Curve ◽  
Near Surface ◽  
Element Size ◽  
Steel Bars

The increased of loads on existing reinforced concrete infrastructure and the lack of initial design and construction will induce flexural and shear failure. Several methods have been introduced to increase the shear capacity of existing reinforced concrete elements with FRP, involving the use of plates or fabric externally bonded (EB) to the webs of the bridge beams, prestressed straps wrapped around the beams or bars mounted within grooves prepared in the near-surface mounted (NSM) technique. Typical Indonesian concrete bridges consisted main girders connected with diaphragm beams where the distance between those girders are very close. In particular case, where the webs of the beams are difficult to access, a novel approach is introduced, namely deep embedment (DE) method. Three reinforced concrete beam models are prepared for this study. One specimen is the control specimen and identified, as Beam-CS and the other two are the strengthened specimens and identified as Beam-SS-3EB and Beam-SS-5EB. All specimens have the same dimensions and reinforcement configuration. Specimen Beam-SS-3EB was strengthened with three rows of 6 mm embedded plain steel bars while specimen Beam-SS-5EB was strengthened with five rows of 6 mm plain steel bars. The results showed that element size significantly affects the load-displacement curve behaviour. The similarity of the hysteresis curve in the FE analysis using the 25 mm element size suggested a reasonably good agreement between the analytical calculation and the prediction result from the FE analysis. Furthermore, maximum reaction force for Beam-SS-3EB and Beam-SS-5EB were 30.30 kN and 31.77 kN, respectively, represents an increase of 17.67% and 23.29% compared to that of the Beam-CS.

scholarly journals Experimental Study and Numerical Study on Shear Bearing Capacity of Shear Key Joints of Reinforced Concrete Open-Web Sandwich Plates

2021 ◽  
Vol 2021 ◽  
pp. 1-22
Author(s):  
Hongna Lu ◽  
Huagang Zhang ◽  
Kejian Ma ◽  
Qin Wu ◽  
Lan Jiang
Keyword(s):  
Reinforced Concrete ◽  
Numerical Study ◽  
Horizontal Displacement ◽  
Shear Capacity ◽  
Element Analysis ◽  
Shear Key ◽  
Test Pieces ◽  
Simple Support ◽  
Current Algorithm ◽  
Restricted Condition

The shear key in the reinforced concrete open-web sandwich plate (RCOSP) is a block joint that connects with the top chord and the bottom chord. In order to understand the failure mode of the shear key and verify the accuracy of the current algorithm, a total of 9 test pieces are prepared and classified 3 groups were assigned longitudinal reinforcement (LR) ratios of 0.49%, 0.82%, and 1.24%, respectively. The horizontal concentrated static loading under simple support condition is carried out. The test results show that the shear key is horizontally cut and the concrete is pulled apart or crushed along the direction of chord width at the shear key-chords area; the strain level of the concrete and stirrup of the shear key is lower averagely; the development of the horizontal displacement and the strain of the longitudinal bars of the test pieces goes through elastic, elastoplastic, and plastic stages; the ultimate load of the test pieces has almost no relationship with the reinforcement ratio of shear key but is controlled by the degree of crack development in the area where shear key connects with the chords. To avoid the current algorithm overestimating the shear capacity of shear key, the restricted condition of shear section is proposed. The finite element analysis (FEA) further verifies that the restricted condition of shear section proposed in this paper is reasonable and necessary.

Analysis of Failure Mode of Masonry Wall under Vertical Compressive Stress

2012 ◽  
Vol 193-194 ◽  
pp. 791-795
Author(s):  
Hui Hui Zhao ◽  
Wen Fang Zhang
Keyword(s):  
Finite Element ◽  
Compressive Stress ◽  
Failure Mode ◽  
Masonry Wall ◽  
Shear Capacity ◽  
Brick Masonry ◽  
Wall Structure ◽  
Stress Effect ◽  
Element Analysis ◽  
Finite Element Software

The application of ABAQUS finite element software non-linear finite element analysis of brick masonry walls with structural column. Build three brick masonry wall models, and analysis of the damage form of the wall under different vertical compressive stress and horizontal force. Thus the analysis result compared with the calculation result of the relevant specification formula, in order to get validate compression influence of masonry aseismic walls. It turned out that different vertical compressive stress effect the shear capacity, and failure mode of brick masonry wall structure with a structural column.

scholarly journals Experimental Research on Seismic Performance of Damaged Brick Walls Strengthened with Embedded Horizontal Steel Bars

2020 ◽  
Vol 2020 ◽  
pp. 1-11
Author(s):  
Liu Tingbin ◽  
Jia Rubo ◽  
Pei Xianke ◽  
Zhang Jiawei ◽  
Zhao Jianchang
Keyword(s):  
Energy Dissipation ◽  
Seismic Performance ◽  
Masonry Wall ◽  
Shear Capacity ◽  
Brick Masonry ◽  
Reconstruction Process ◽  
Skeleton Curve ◽  
Aspect Ratios ◽  
Steel Bars ◽  
Energy Dissipation Capacity

Six brick masonry specimens (two unreinforced specimens, two reinforced specimens, and two specimens reinforced after being damaged), which have different aspect ratios, were tested under low-frequency cyclic loading. The seismic performances of these specimens, including failure characteristics, deformation capacity, carrying capacity, energy dissipation capacity, hysteresis characteristics, and stiffness degradation, were analyzed. The following results were obtained: the ductility of the damaged walls could be significantly improved after they were reinforced with embedded horizontal steel bars; the ultimate shear capacity of the damaged brick masonry walls with the aspect ratios of 1.8 and 0.5 was improved by 6.8% and 4.7%, respectively; the displacement corresponding to the ultimate bearing capacity was close to that of the unreinforced brick masonry wall; the hysteresis loop of the reinforced wall became plumper and encompassed a larger area; after the ultimate load was reached, a clear yielding platform appeared in the skeleton curve of the reinforced wall; the reinforced wall exhibited good ductility, after entering plastic stage; the energy dissipation capacity of the reinforced wall was significantly greater than that of the unreinforced wall. In conclusion, the seismic performance of the damaged brick masonry wall can be improved by embedding horizontal steel bars, and this reinforcing method can be applied in the postseismic reconstruction process.

scholarly journals Influence of Patching on the Shear Failure of Reinforced Concrete Beam without Stirrup

2021 ◽  
Vol 6 (7) ◽  
pp. 97
Author(s):  
Stefanus Adi Kristiawan ◽  
Halwan Alfisa Saifullah ◽  
Agus Supriyadi
Keyword(s):  
Reinforced Concrete ◽  
Shear Failure ◽  
Numerical Study ◽  
Unsaturated Polyester ◽  
Reinforced Concrete Beam ◽  
Concrete Cover ◽  
Shear Capacity ◽  
Rc Beam ◽  
Shear Span ◽  
Shear Cracking

Deteriorated concrete cover, e.g., spalling or delamination, especially when it occurs at the web of a reinforced concrete (RC) beam within the shear span, can reduce the shear capacity of the beam. Patching of this deteriorated area may be the best option to recover the shear capacity of the beam affected. For this purpose, unsaturated polyester resin mortar (UPR mortar) has been formulated. This research aims to investigate the efficacy of UPR mortar in limiting the shear cracking and so restoring the shear capacity of the deteriorated RC beam. The investigation is carried out by an experimental and numerical study. Two types of beams with a size of 150 × 250 × 1000 mm were prepared. The first type of beams was assigned as a normal beam. The other was a beam with a cut off in the non-stirrup shear span, which was eventually patched with UPR mortar. Two reinforcement ratios were assigned for each type of beams. The results show that UPR mortar is effective to hamper the propagation of diagonal cracks leading to increase the shear failure load by 15–20% compared to the reference (normal) beam. The increase of shear strength with the use of UPR mortar is consistently confirmed at various reinforcement ratios.

Experimental study on seismic performance of fire-exposed perforated brick masonry wall

2018 ◽  
Vol 180 ◽  
pp. 77-91 ◽  
Author(s):  
Jin Zhang ◽  
Hao Ma ◽  
Cheng Li ◽  
Qingfeng Xu ◽  
Weibin Li
Keyword(s):  
Experimental Study ◽  
Seismic Performance ◽  
Masonry Wall ◽  
Brick Masonry

scholarly journals Size Effect on the Seismic Performance of High-Strength Reinforced Concrete Columns with Different Shear Span-to-Depth Ratios

2018 ◽  
Vol 2018 ◽  
pp. 1-19
Author(s):  
Chunyi Yu ◽  
Hua Ma ◽  
Yongping Xie ◽  
Zhenbao Li ◽  
Zhenyun Tang
Keyword(s):  
Reinforced Concrete ◽  
Size Effect ◽  
Seismic Performance ◽  
Factor Of Safety ◽  
Shear Failure ◽  
High Strength ◽  
Concrete Columns ◽  
Reinforced Concrete Columns ◽  
Local Factor ◽  
Shear Span

The size effect on the seismic performance of conventional reinforced concrete columns has been observed in terms of flexural failure and shear failure. Under earthquake loading, slender columns experience flexural failure, and short columns experience flexure-shear failure and shear failure. However, the effect of section size on the seismic performance of high-strength reinforced concrete columns under the conditions of different shear span-to-depth ratios requires further confirmation. For this purpose, six high-strength reinforced concrete columns with shear span-to-depth ratios of 2 and 4 were subjected to cyclic loading in this study. The experimental results indicated that relative nominal flexural strength, energy dissipation coefficient, factor of safety, and local factor of safety all exhibited a strong size effect by decreasing with increasing column size. Furthermore, the size effect became stronger as the shear span-to-depth ratio was increased, except for average energy dissipation coefficient. The observed changes in the factor of safety were in good agreement with the Type 2 size effect model proposed by Bažant. Thus, based on the local factor of safety and Bažant’s Type 2 model, the code equation for moment capacity of different shear span-to-depth ratios was modified to provide a consistent factor of safety regardless of column size.

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