scholarly journals CALCULATION OF THE BENDING ELEMENTS WITH ALLOWANCE FOR THE PHYSICAL NONLINEARITY OF THE STRAIN

2016 ◽  
Vol 1 (12) ◽  
pp. 58-64
Author(s):  
Шишов ◽  
Ivan Shishov ◽  
Рязанов ◽  
Maksim Ryazanov ◽  
Рощина ◽  
...  
Keyword(s):  
Finite Difference ◽  
Finite Difference Method ◽  
Bending Moment ◽  
Physical Nonlinearity ◽  
Deflection Curve ◽  
Physical Strain ◽  
Concrete Condition ◽  
The Finite Difference Method ◽  
Limiting Value ◽  
Small Spacing

An algorithm of the reinforced binding elements calculation with allowance for the physical strain of concrete and reinforcement has been suggested. The three linear diagram of the concrete condition and the two linear of the tensile reinforcement that correspond to the recommended norms in Russia have been used. The task has been solved by the method of linear approximation. The finite difference method has been used at each approximation that allows to define the beam rigidity individually for each dot j =1,2 , dotted on the beam with some small spacing. A method of determining the deflection curve bending, the bending moment, the rigidity as well as the compression areas of the reinforcement suitable for any deformation of the concrete most tensile fabric from 0 to limiting value ε_b2 has been suggested. A solution for the continuous three-span beam has also been introduced.

scholarly journals CALCULATION OF CENTRALLY COMPRESSED CONCRETE FILLED STEEL TUBULAR COLUMNS OF ANNULAR SECTION TAKING INTO ACCOUNT PHYSICAL NONLINEARITY

2021 ◽  
Vol 9 (3) ◽  
pp. 6-10
Author(s):  
Kazbek Khashkhozhev ◽  
Arthur Avakov
Keyword(s):  
Finite Difference ◽  
Finite Difference Method ◽  
Cross Section ◽  
Difference Method ◽  
Deformation Theory ◽  
Physical Nonlinearity ◽  
Short Term ◽  
Tubular Columns ◽  
Annular Section ◽  
The Finite Difference Method

In the article, the resolving equations are obtained for the calculation taking into account the physical nonlinearity and creep of centrally compressed concrete filled steel tubular columns of annular cross-section. The examples of the calculation of the bearing capacity with a short-term load are given. The solution was carried out numerically in the Matlab environment using the finite difference method. The deformation theory of plasticity by G.A. Geniev was used.

scholarly journals Study on Model and Tests of Sheet Pile Wall with a Relieving Platform

2020 ◽  
Vol 2020 ◽  
pp. 1-16
Author(s):  
Ming Zhang ◽  
Wei Wang ◽  
Ronghua Hu ◽  
Ziyi Wang
Keyword(s):  
Finite Difference ◽  
Finite Difference Method ◽  
Difference Method ◽  
Retaining Wall ◽  
Earth Pressure ◽  
Bending Moment ◽  
Resistance Force ◽  
Sheet Pile ◽  
The Earth ◽  
The Finite Difference Method

A new type of retaining wall, the sheet pile wall with a relieving platform, is introduced in this paper. Based on the prototype retaining wall with a height of 12 meters, the model tests with a geometric similarity ratio of 7 are designed and we focus on the model production and analysis on the test results. Some comparative analyses between the measured values and the calculation values by using the theoretical calculation method and finite difference method are carried out, including Earth pressure behind the wall, prepile resistance force, the bending moment, and the deformation of rib pillars in the retaining wall. The results show that Earth pressure behind the wall has a linear increase with the depth and lies between Rankine Earth pressure and Earth pressure at rest. Moreover, the prepile resistance force can be approximated by the m method, and the bending moment can be also used for approximate calculation by the m method and is larger than the results calculated by the finite difference method. It is also observed that there is a zero-displacement point on the pile bottom, and the Earth pressure above the point behind the pile develops from Earth pressure at rest to the active Earth pressure; the Earth pressure under the point behind the pile develops from Earth pressure at rest to the passive Earth pressure. Therefore, the Earth pressure behind the bottom wall is larger than the calculated value by the Rankine theory. Finally, the displacement of the rib pillars is greater than the calculated results using the finite difference method and exceeds the standard requirements, owing to the failure of the retaining wall, and the unloading board needs to be constructed to improve the retaining wall’s behaviour. These findings verify the model’s credibility and provide an underpinning for studying the behavior of the retaining wall.

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