scholarly journals Analytical Study on the Effective Flange Width for T-shaped Shear Walls

2020 ◽  
Author(s):  
Nan Lu ◽  
Weibin Li
Keyword(s):  
Finite Element ◽  
Axial Load ◽  
Limit State ◽  
Shear Walls ◽  
Load Ratio ◽  
Theoretical Expression ◽  
Width Ratio ◽  
Axial Load Ratio ◽  
Effective Flange Width ◽  
Width Coefficient

This study was organized to derive simplified expressions to estimate the effective flange width for T-shaped shear walls at different loading stages. For that purpose, the variation in the effective flange width was explored by introducing dimensionless effective flange width coefficient. According to the principle of minimum potential energy, the theoretical expression of the effective flange width coefficient in the elastic stage was obtained. Furthermore, a parametric study considering the axial load ratio, height-width ratio of flange and width-thickness ratio of the flange, as well as the section aspect ratio was conducted to determine the effective flange width using verified nonlinear finite-element models. In light of the parametric analysis results, a formula model was proposed depending on the axial load ratio and height-width ratio of flange. Finally, the predictions of the proposed simplified formulas were verified with the theoretical solutions or finite element (FE) results, which indicated that the proposed formulas can accurately capture the effective flange width at the elastic, yield and limit state.

Nonlinear Numerical Analysis of SRC Frame Middle Joints

2013 ◽  
Vol 376 ◽  
pp. 231-235
Author(s):  
Cheng Li ◽  
Yun Zou ◽  
Jie Kong ◽  
Zhi Wei Wan
Keyword(s):  
Finite Element ◽  
Numerical Analysis ◽  
Bearing Capacity ◽  
Axial Load ◽  
Load Ratio ◽  
Experimental Results ◽  
Steel Ratio ◽  
Finite Element Software ◽  
Axial Load Ratio ◽  
Hysteretic Performance

Nonlinear numerical analysis for the force performance of frame middle joint is processed in this paper with the finite element software of ABAQUS. Compared with experimental results, numerical analysis results are found to be reasonable. Then the influence of factors such as shaped steel ratio and axial-load ratio are contrastively analyzed. The results show that shaped steel ratio has a greater influence on the bearing capacity and hysteretic performance of the structure, but the axial-load ratio has less influence.

ULTIMATE STRENGTH OF CONCRETE FILLED SQUARE STEEL TUBULAR BEAM-COLUMNS

2017 ◽  
Vol 4 (1) ◽  
Author(s):  
Masayuki Haraguchi ◽  
Masae Kido ◽  
Keigo Tsuda
Keyword(s):  
Ultimate Strength ◽  
Axial Load ◽  
Shooting Method ◽  
Slenderness Ratio ◽  
Limit State ◽  
Load Ratio ◽  
Maximum Strength ◽  
Rotational Angle ◽  
Beam Columns ◽  
Axial Load Ratio

The objective of this study is to examine the ultimate strength of CFT columns. The range of the axial load ratio and the slenderness ratio in which CFT beam-columns reach the full plastic moment are examined on the basis of the strength formulas specified by AIJ Recommendation for Limit State Design of Steel Structures. The CFT columns are subjected to the constant axial compressive force and the monotonic moment at the one end, as the analytical parameters the axial load ratio and slenderness ratio are selected. The analysis is carried out by the shooting method. Bending moment-rotational angle relationships are calculated by the shooting method and the maximum strengths of CFT columns are obtained. When the value obtained by multiplying the axial load ratio and the second power of the slenderness ratio is 0.05, the maximum strength reach 95% of the full plastic moment under the condition that the axial load ratio value is less than or equal to 0.75. When the value obtained by multiplying the axial load ratio and the second power of the slenderness ratio is 0.1, the maximum strength reach 95% of the full plastic moment under the condition that the axial load ratio value is less than or equal to 0.5.

scholarly journals Deformation Limits of L-Section RC Shear Walls

2016 ◽  
Vol 10 (1) ◽  
pp. 334-348
Author(s):  
Cui Ji-Dong ◽  
Han Xiao-Lei ◽  
Yang Wan ◽  
Li Wei-Chen
Keyword(s):  
Axial Load ◽  
Failure Modes ◽  
Shear Walls ◽  
Load Ratio ◽  
Shear Wall ◽  
Damage State ◽  
Shear Span ◽  
Axial Load Ratio ◽  
Set Up ◽  
Rc Shear Wall

In order to establish the relation between damage state and member deformation of the L-section RC shear wall, 216 FE models designed to meet the requirements of the Chinese codes were set up. The analysis fully considers the variation of parameters including axial load ratio and shear span ratio etc. According to the results, criteria of classifying failure modes of L-section RC shear walls are proposed. Failure modes are determined by shear-span ratio, moment-shear ratio and end columns' reinforcement ratio. Deformation limits corresponding to respective performance levels are put forward. Fitted formulas of calculating the limits are also presented. It is shown that the categorization criteria are reliably accurate in predicting failure modes. Deformation limits of a given L-section RC shear wall could be determined via axial load ratio and moment-shear ratio. The fitted formulas possess a satisfactory correlation with numerical results.

scholarly journals Experimental Investigation on Seismic Resistance of RC Shear Walls with CFRP Bars in Boundary Elements

2020 ◽  
Vol 14 (1) ◽  
Author(s):  
Jun Zhao ◽  
Fuqiang Shen ◽  
Chenzhe Si ◽  
Yuping Sun ◽  
Lu Yin
Keyword(s):  
Experimental Investigation ◽  
Energy Dissipation ◽  
Axial Load ◽  
Residual Deformation ◽  
Shear Walls ◽  
Load Ratio ◽  
Boundary Elements ◽  
Cumulative Energy ◽  
Equivalent Viscous Damping ◽  
Axial Load Ratio

AbstractExperimental investigation on seismic performance of RC shear walls reinforced with CFRP bars in boundary elements to enhance the resilience was presented which is expected for stable resistance capacity and small residual deformation. Six RC shear walls reinforced with CFRP bars as longitudinal tensile materials in boundary elements were tested under reversed cyclic lateral loading while subjected to constant axial compression with different axial load ratios of 0.17, 0.26 and 0.33, respectively. Two forms of stirrups were used for each axial load ratio, which were rectangular and circular stirrups in boundary elements. A reference specimen, ordinary RC shear walls, was also introduced to certify the excellence of CFRP bars. The test results indicated that the walls utilizing CFRP bars had small residual deformations and residual crack widths. Lower crack propagation height and larger concrete crushing region, bearing capacity and equivalent viscous damping coefficient (EVDC) could be observed with the increase of axial load ratios. The effects of stirrup forms on experimental results had a relation to the axial load ratio. When the axial load ratio was small, the shear walls with circular stirrups had better energy dissipation than that with rectangular stirrups at a given drift level, while the cumulative energy dissipation (CED) were similar. With the increase of axial load ratio, the walls exhibited similar energy dissipation at the same drift level, however, the shear walls with rectangular stirrups had larger CED.

Seismic behavior of exteriorbeam–column joints with high-performance steel rebar: Experimental and numerical investigations

2020 ◽  
Vol 24 (1) ◽  
pp. 90-106
Author(s):  
Fei Gao ◽  
Zhiqiang Tang ◽  
Shilong Mei ◽  
Biao Hu ◽  
Shitao Huang ◽  
...  
Keyword(s):  
Finite Element ◽  
Axial Load ◽  
High Performance ◽  
Compressive Loading ◽  
Load Ratio ◽  
Reinforcement Ratio ◽  
Finite Element Models ◽  
Flexural Failure ◽  
Axial Load Ratio ◽  
Parametric Studies

Three full-scale exterior beam–column joints with anti-seismic steel reinforcement were tested under quasi-static cyclic loading and column axial compressive loading. The test variables were column axial load ratio and joint core hoop reinforcement ratio. Experimental results, including failure mode, hysteretic curve, ductility, energy dissipation, stiffness degradation, and decoupling of deformations, were presented and analyzed. The tests revealed that the anti-seismic rebar resulted in good joint seismic performance and that column axial load ratio and joint core hoop reinforcement ratio impose limited influence of joint performance when the joint failed in beam flexural failure. The calibrated finite element models developed based on OpenSees were then used to simulate the behavior of joint specimens. Parametric studies via finite element modeling were performed to study the influence of various parameters on the performance of beam–column joints.

Deformation-Based Nonlinear Finite Element Analysis of Steel High Performance Concrete Structural Walls

2012 ◽  
Vol 166-169 ◽  
pp. 797-802
Author(s):  
Ma Kaize
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Axial Load ◽  
High Performance ◽  
Load Ratio ◽  
Nonlinear Finite Element ◽  
Structural Walls ◽  
Steel Ratio ◽  
Axial Load Ratio ◽  
Characteristic Value

Base on the experiment results of steel high performance reinforced concrete (SHPRC) structural walls, nonlinear finite element(FE) analysis is performed to simulate the complete process of the loading and concrete crack of SHPRC structural walls in the platform of ABAQUS. The nonlinear of material is taken into account in the models. The reliability of the finite element model is verified through the comparison of the analysis results and the experimental results. Based on the proposed model, the parametric analysis is carried out to study the effect of axial load ratio, aspect ratio, stirrup characteristic value, and steel ratio on the seismic behavior of SHPRC structural walls. It is concluded that the bearing capacity of SHPRC structural walls increase with the increase of the axial load ratio, but the deformation decreases obviously. The deformation and bearing capacity of the structural walls are improved by increasing the steel ratio. With increasing the stirrup characteristic value, the deformation of the structural walls improves significantly. The stirrup characteristic values are proposed to ensure the SHPRC structural walls for different axial load ratios meet the deformation capacity of drift ratio of 1/120,1/100 and 1/80, respectively.

Nonlinear numerical analysis of SRC Frame Joint

2013 ◽  
Vol 405-408 ◽  
pp. 1191-1195
Author(s):  
Jie Kong ◽  
Yun Zou ◽  
Zhi Wei Wan ◽  
Cheng Li
Keyword(s):  
Finite Element ◽  
Numerical Analysis ◽  
Cyclic Loading ◽  
Static Loading ◽  
Axial Load ◽  
Load Ratio ◽  
Steel Ratio ◽  
Finite Element Software ◽  
Axial Load Ratio ◽  
Hysteretic Performance

Nonlinear numerical analyses for the stress performance of SRC frame intermediate joints, side Joints and end joints are processed in this paper with the finite element software of ABAQUS. Compared with experimental results under static loading, numerical analysis results are found to be reasonable. Then the influence of factors such as shaped steel ratio and axial-load ratio are contrastively analyzed under cyclic loading. The results show that shaped steel ratio has a greater influence on the bearing capacity and hysteretic performance of the structure and with the steel ratio increases, the hysteretic performance is better. But the axial-load ratio has less influence.

Parametric Analysis on Seismic Behavior of Connections to Concrete-Filled Square Steel Tubular Columns with Three Edges Welded Interior Diaphragm

2010 ◽  
Vol 163-167 ◽  
pp. 562-566 ◽  
Author(s):  
Ya Ming Xiao ◽  
Ting Zhang
Keyword(s):  
Finite Element ◽  
Axial Load ◽  
Parametric Analysis ◽  
Seismic Behavior ◽  
Great Influence ◽  
Load Ratio ◽  
Steel Beam ◽  
Finite Element Models ◽  
Tubular Columns ◽  
Axial Load Ratio

In order to further understand the seismic behavior of connections to concrete-filled square steel tubular columns with three edges welded interior diaphragm, basic sample and corresponding finite element models are constructed and analyzed according to criterion; furthermore influences on seismic behavior of such connections from many factors such as axial load ratio, height of steel beam, strength of steel beam and interior diaphragm and so on are studied. Results show that the base sample has excellent seismic behavior; such factors as axial load ratio, height of steel beam, strength of steel beam and interior diaphragm have great influence on seismic behavior. Therefore, the feasibility of such connections at edge columns and corner columns is further validated.

scholarly journals Assessment of ultimate drift capacity of RC shear walls by key design parameters

2017 ◽  
Vol 50 (4) ◽  
pp. 482-493 ◽  
Author(s):  
Chanipa Netrattana ◽  
Rafik Taleb ◽  
Hidekazu Watanabe ◽  
Susumu Kono ◽  
David Mukai ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Cross Sections ◽  
Axial Load ◽  
Concrete Strength ◽  
Shear Walls ◽  
Load Ratio ◽  
Design Parameters ◽  
Seismic Behaviour ◽  
Drift Capacity ◽  
Axial Load Ratio

The latest version of the Standard for Structural Calculation of Reinforced Concrete Structures, published by the Architectural Institute of Japan in 2010 [1], allows the design of shear walls with rectangular cross sections in addition to shear walls with boundary columns at the end regions (referred to here as “barbell shape”). In recent earthquakes, several reinforced concrete (RC) shear walls were damaged by flexural failures through concrete compression crushing accompanied with buckling of longitudinal reinforcement in the boundary areas. Damage levels have clearly been shown to be related to drift in structures; this is why drift limits are in place for structural design criteria. A crucial step in designing a structure to accommodate these drift limits is to model the ultimate drift capacity. Thus, in order to reduce damage from this failure mode, the ultimate drift capacity of RC shear walls needs to be estimated accurately. In this paper, a parametric study of the seismic behaviour of RC shear walls was conducted using a fibre-based model to investigate the influence of basic design parameters including concrete strength, volumetric ratio of transverse reinforcement in the confined area, axial load ratio and boundary column dimensions. This study focused on ultimate drift capacity for both shear walls with rectangular sections and shear walls with boundary columns. The fibre-based model was calibrated with experimental results of twenty eight tests on shear walls with confinement in the boundary regions. It was found that ultimate drift capacity is most sensitive to axial load ratio; increase of axial load deteriorated ultimate drift capacity dramatically. Two other secondary factors were: increased concrete strength slightly reduced ultimate drift capacity while increased shear reinforcement ratio and boundary column width improved ultimate drift capacity.

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