Quasi-static shear-compression tests on stone masonry walls with plaster: Influence of load history and axial load ratio

2019 ◽  
Vol 192 ◽  
pp. 264-278 ◽  
Author(s):  
Michele Godio ◽  
Francesco Vanin ◽  
Shenghan Zhang ◽  
Katrin Beyer
Keyword(s):  
Axial Load ◽  
Load Ratio ◽  
Stone Masonry ◽  
Masonry Walls ◽  
Compression Tests ◽  
Load History ◽  
Axial Load Ratio ◽  
Static Shear

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.

Nonlinear Numerical Analysis of Transfer Column in SRC-RC Hybrid Structure

2014 ◽  
Vol 578-579 ◽  
pp. 936-939 ◽  
Author(s):  
Qian Qian Sun ◽  
Yun Zou ◽  
Qiang Wang
Keyword(s):  
Numerical Analysis ◽  
Axial Load ◽  
Load Ratio ◽  
Hybrid Structure ◽  
Area Ratio ◽  
Experimental Result ◽  
Finite Element Software ◽  
Axial Load Ratio ◽  
Hysteretic Performance ◽  
Extension Length

Nonlinear numerical analysis of the stress performance of SRC-RC transfer columns was carried out in this paper with the finite element software of ABAQUS. Compered with the experimental result , numerical analysis result are found to be reasonable.Then the influence of factors such as extension length of shape steel , area ratio of shape steel and axial-load ratio were contrastively analyzed . The results show that extension length of shape steel and the area ratio of shape steel have a greater influence on the bearing capacity and the hysteretic performance of transfer column ,but axial-load ratio has less influence .

Nonlinear Full-Range Analysis of Steel Reinforced Concrete L-Shaped Columns

2011 ◽  
Vol 243-249 ◽  
pp. 149-155 ◽  
Author(s):  
Zhe Li ◽  
Shao Ji Chen ◽  
Ye Ni Wang ◽  
Cui Ping Zhang ◽  
Jing Xu
Keyword(s):  
Reinforced Concrete ◽  
Axial Load ◽  
Concrete Strength ◽  
Full Range ◽  
Load Ratio ◽  
Neutral Axis ◽  
Steel Reinforced Concrete ◽  
Axial Load Ratio ◽  
Section Size ◽  
Load Angle

The neutral axis change along with axial load ratio, load angle, section size etc. For the neutral axis of SRCLSC(steel reinforced concrete L-shaped column) is neither plumb with the plane that the moment work on, nor parallel with borderlines of SRCLSC section, it is difficult to get loading capacity and ductility of SRCLSC on biaxial eccentric loading. Based on the plane-section assumption, a method for the nonlinear analysis of complete response process for ductility of 15 SRCLSC..It include 36 sets for load angle, 6 sets for axial load ratio, 3 sets for concrete strength, 3 sets for the content of steel, 2 sets for steel style, 3 sets for stirrup ratio, 3 sets for steel location, 3 sets for section size, 3 sets for stirrup diameter about SRCLSC. The ductile behavior of L-shaped, with calculating 1068 loading conditions,are investigated. It concluded that axial load ratio, load angle, and ratio of the spacing of stirrups and longitudinal reinforcement’s diameter (s/d) are most important factors.

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.

Research on Deformation Capacity Design Method of Steel High Performance Concrete Structural Walls

2010 ◽  
Vol 163-167 ◽  
pp. 1540-1546
Author(s):  
Liang Bai ◽  
Tian Hua Zhou ◽  
Xing Wen Liang
Keyword(s):  
Axial Load ◽  
High Performance ◽  
High Performance Concrete ◽  
Design Method ◽  
Load Ratio ◽  
Deformation Capacity ◽  
Capacity Design ◽  
Structural Walls ◽  
Axial Load Ratio ◽  
Characteristic Value

The cyclic loading test of three steel high performance concrete(SHPC) structural walls was conducted and the failure pattern of the structural walls under the combined effect of axial force, bending moment, and shear force was researched. Based on the experimental results, the displacement-based deformation capacity design method was proposed for SHPC structural walls. It is obtained for the interrelated relationships among the ultimate drift ratio, the axial load ratio, the characteristic value of stirrup content and the aspect ratio. It is concluded that the increasing the characteristic value of stirrup content and limiting the axial load ratio were effective means to improve ductility. The characteristic value of stirrup content of SHPC structural walls with different ultimate drift ratio and axial load ratio were proposed and the conclusion can be referred by the design of SHPC structural walls.

Optimal Trends in Seismic Design of Single Column Circular Reinforced Concrete Bridge Piers

1994 ◽  
Vol 10 (3) ◽  
pp. 589-614
Author(s):  
Ravindra Verma ◽  
M. J. Nigel Priestley
Keyword(s):  
Axial Load ◽  
Load Ratio ◽  
Bridge Piers ◽  
Column Height ◽  
Column Diameter ◽  
Displacement Ductility ◽  
Reinforced Concrete Bridge ◽  
Axial Load Ratio ◽  
Single Column ◽  
Ductility Capacity

An algorithm is developed to incorporate seismic capacity design philosophy in a computer program for the optimal design of single column circular reinforced concrete bridge piers for seismic loading. The program designs the circular column as a single degree of freedom system under the combined effect of axial and lateral seismic loads over a broad range of axial load ratio, column height and design displacement ductility capacity. Flexural, confinement and shear reinforcement requirements are then assessed for the entire range of parameters and cost calculations performed. For a given column height, design displacement ductility and axial load level, results indicate the existence of an optimal column diameter and ductility level. As the column diameter is reduced, cost savings are effected by reduced volume of concrete, but tend to be offset by P-Δ effects, increased longitudinal reinforcement for flexure, and increased transverse reinforcement for confinement and shear. Based on common trends, solutions are provided for the most economical range of the axial load ratio and design displacement ductility capacity for a given column height.

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 The Effect of Mechanical and Geometric Parameters on the Shear and Axial Failures of Columns in Reinforced Concrete Frames

2015 ◽  
Vol 37 ◽  
pp. 247 ◽  
Author(s):  
Hooman Farahmand ◽  
Mohammad Reza Azadi Kakavand ◽  
Shahriar Tavousi Tafreshi ◽  
Pooria Hafiz Hafiz
Keyword(s):  
Reinforced Concrete ◽  
Axial Load ◽  
Shear Failure ◽  
Load Ratio ◽  
Analytical Models ◽  
Transverse Reinforcement ◽  
Effective Parameters ◽  
Concrete Frames ◽  
Research Activities ◽  
Axial Load Ratio

Experimental research activities and post-earthquake considerations have demonstrated that reinforcedconcrete columns with light or widely spaced transverse reinforcement are vulnerable to shear failure duringearthquakes. According to this point by using failure limit curve, we can assess the effective parameters in shearand axial failure of reinforced concrete columns in framed buildings. In the current study by flexural, shear andaxial springs which are used in series, shear and axial failures and important effective parameters have beenassessed, Besides 5,10 and 15 story models with different amounts of initial axial load ratio have been analyzedby nonlinear push-over analysis. The results of analytical models contain behavior of buildings based on differentinitial axial load ratio and different spacing of transverse reinforcement are compared

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