Elasto-plastic finite element analysis of reinforced concrete T-shaped column frame joint

Latest revision as of 12:05, 30 August 2021

Abstract

By the integral finite element analysis of elasto-plastic constitutive relationship, the process of crack formation and development of the T-shaped frame joint in reinforced concrete and its stress distribution under monotonic and low-cycle repeated loading were studied . The nonlinear constitutive relation of concrete and the failure mechanism of T-shaped column joint were further discussed. The work of this paper provides a reference to the design and construction of T-shaped column joints.

Keywords: Reinforced concrete, T-shaped column frame joint, integral finite element analysis, nonlinear constitutive relationship

1. Foreword

Special-shaped column refers to the column whose cross-sectional geometry is “+”, T or L-shaped, and the ratio of its limb length and limb thickness is not more than 4. Special-shaped column's limbs have the same thickness as the infill walls, so that there are no edges and corners in the room to facilitate the furniture layout and increase the indoor use area. Special-shaped column structures are more and more widely used due to their superiority in the residential system [1,2].

As the force transfer hub in the framework of the structure, joints play an important role in ensuring structural integrity. The force they take is very complex [4,5,6]. Due to the weaker limbs of special-shaped column than that of rectangular column and more intensive steel distribution, the shear resistance of the special-shaped column is worse. Therefore, the special-shaped column frame joint is more prone to damage under the complex earthquake. In the past twenty years, many experts from around the world have carried out a large number of experiments and theoretical studies on special-shaped columns, and have made a series of research results [7-13], but no comparative mature theoretical models have been proposed yet. Thus it is still very important to study the seismic behavior of the special-shaped column joints.

In this paper, the finite element software ANSYS was used to study the mechanical behavior of T-shaped frame joints under cyclic loading and monotonic loading [14]. The results of the example analysis show that the finite element calculation model established in this paper can be used to analyze the mechanical behavior of the joint area and provide some references for the design of the reinforced concrete beam-column joint.

2. Integral finite element model

In a integral finite element model, the reinforcement is distributed throughout the element. And the element is considered as a continuous homogeneous material, which allows the element stiffness matrix to be obtained using equation (1) . The specific expression [15] is:

(1)

Where, ${\textbf {K}}$ is the stiffness matrix, ${\textbf {B}}$ is the geometric matrix of the element, and ${\textbf {D}}$ is the constitutive matrix of the material, $v$ represents the volume.

The constitutive matrix is composed of two parts:

(2)

${\textbf {D}}_{c}$ is the stress-strain matrix of concrete. Before cracking of the concrete, it can be calculated as the general homogeneous body, the specific expression is

{\textbf {D}}_{c}=\left[{\begin{array}{cccccc}{d_{11}}&{d_{12}}&{d_{13}}&{0}&{0}&{0}\\{0}&{d_{22}}&{d_{23}}&{0}&{0}&{0}\\{0}&{0}&{d_{33}}&{0}&{0}&{0}\\{0}&{0}&{0}&{d_{44}}&{0}&{0}\\{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{d_{55}}\\{0}\end{array}}&{\begin{array}{l}{0}\\{d_{66}}\end{array}}\end{array}}\right]

(3)

In the equation(3),

(4)

(5)

(6)

Among them, $E_{c}$ is the elastic modulus of concrete, $\nu$ is Poisson's ratio. Since the relationship of stress and strain are non-linear, $E_{c}$ varies with the state of stress.

Stress-strain relationship of equivalent distribution steel, can be obtained by the following formula:

{\textbf {D}}_{s}=E_{s}\left[{\begin{array}{cccccc}{\rho _{x}}&{0}&{0}&{0}&{0}&{0}\\{0}&{\rho _{y}}&{0}&{0}&{0}&{0}\\{0}&{0}&{\rho _{z}}&{0}&{0}&{0}\\{0}&{0}&{0}&{0}&{0}&{0}\\{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{0}\\{0}\end{array}}&{\begin{array}{l}{0}\\{0}\end{array}}\end{array}}\right]

(7)

where $E_{s}$ is the elasticity modulus of the steel; $\rho _{x}$ , $\rho _{y}$ , $\rho _{z}$ stand for the reinforcement ratios along the x, y, z axis direction respectively.

3. Finite element calculation model

3.1 Joint model

The calculation model in this paper is the frame joint of T-shaped column which is the side column of special-shaped column frame structure [2], as follows (Figures 1 to 4).

Figure 1. Cross-section of T-shaped column

Figure 2. Cross-section of rectangular beam

Figure 3. 3D view of the joint

Figure 4. Side view of the joint

The height of the T-shaped column is 2.4m and the beam extends from the middle of the column for 1.5m. The limb length of T-shaped column is 600mm, and limb thickness is 200mm. The beam cross-section is of 400mm×200mm. The steel grade of longitudinal bars in both column and beam is HRB335 and that of stirrups is HPB300.The longitudinal bar diameter of column and beam is both 16mm . The stirrup diameter of column is 10mm, but that of the beam is 6mm. And the spacing of stirrups is all 150mm. Reinforcement placement can be seen above. The concrete strength level used for beam and column is both C30.

3.2 Mechanical properties of materials

Mechanical properties of C30 concrete are shown in Table 1 [16].

Table 1. Concrete mechanical properties

Strength grade	Elastic Modulus (MPa)	Poisson's ratio	Standard value of axial compressive strength (MPa)	Standard value of axial tensile strength (MPa)
C30	30000	0.2	20.1	2.01

The mechanical properties of HRB335 and HPB300 bars are as follows (Table 2).

Table 2. Steel mechanical properties

Steel grades	Elastic Modulus (MPa)	Poisson's ratio	Standard value of yield strength (MPa)	Tangential modulus after yielding (MPa)
HRB335	200000	0.27	335	2000
HPB300	210000	0.27	300	2000

3.3 The constitutive relationship of concrete

In order to determine the concrete uniaxial compression stress-strain relationship, the equations are selected as follows [16]:

(8)

d_{c}=\left\{{\begin{array}{ll}1-\displaystyle {\frac {\rho _{c}n}{n-1+x^{n}}}\;\;\;&x\leq 1\\1-\displaystyle {\frac {\rho _{c}}{\alpha _{c}(x-1)^{2}+x}}\;\;\;&x>1\end{array}}\right.

(9)

among the equation (9),

(10)

(11)

(12)

In the formulas above, ${d_{c}}$ is the uniaxial compressive damage evolution parameter of concrete; $\alpha _{c}$ is the descending section reference value of uniaxial compressive stress-strain curve of concrete, taking 0.74 for C30 concrete in this paper; $f_{c,r}$ is the representative value of uniaxial compressive strength of concrete, taking 20.1N / mm²; $\varepsilon _{c,r}$ is peak compressive strain of concrete corresponding to $f_{c,r}$ , taking $1.47\times 10^{3}$ . When the above values are put into the formula operation, the stress corresponding to a certain strain can be obtained, as shown in the Table 3.

Table 3. Stress-strain relationship of C30 concrete

Strain ε	0.0005	0.001	0.0015	0.002
Stress σ（MPa）	15	19	20	19

Drawing concrete four-fold line stress-strain relationship, as follows (Figure 5).

Figure 5. Line chart of concrete stress-strain relationship

It can be seen that the elastic modulus of the concrete is 30000 MPa at the beginning. When the strain reaches $0.5\times 10^{-3}$ , the elastic modulus reduces to 8000 MPa. And with the strain reaching $1.0\times 10^{-3}$ , the elastic modulus decreases to 2000 MPa. Once the strain reaches $1.5\times 10^{-3}$ , the stress begins to drop. The constitutive relationship of the concrete has a "softening" decline.

3.4 The establishment of the joint model

In this paper, the three-dimensional solid element SOLID65 , which is specially used to simulate the concrete and rock materials, is selected to establish the integral model of the joint. The Willam-Warnke five-parameter failure criterion and the distribution crack model are adopted in the element. When the stress combination reaches the failure surface, the element enters the crushing or cracking state [17.18].

The non-linear simulation in this paper obeys the von Mises yield criterion and multilinear isotropic hardening model [14,15].

Model the joint and mesh it with tetrahedrons as below (Figures 6 and 7).

Figure 6. Finite element model of the joint

Figure 7. Joint model after meshing

The reinforcement ratios of each part of the joint are as follows (Table 4).

Table 4. Joint reinforcement ratios

	Part ①	Part ②	Part ③	Part ④	Part ⑤
Direction X	0.26	0.523	0.26	0.523	1.0048
Direction Y	0.523	0.523	0.523	0.13	0.0942
Direction Z	1.0048	2.0096	1.0048	1.0048	0.1884

4. Calculation results

4.1 Low-cycle repeated loading

Constrain the finite element nodes at the top and bottom of the column, and apply a uniform downward load of 858 KN on the top of the column. Apply a concentrated load in the vertical direction to the overhanging beam end, sequentially changing the direction of the load (up or down) in each load step, and gradually increase the concentrated load in the steps [19,20] (Table 5).

Table 5. Loading situation

Load step	Step 1	Step 2	Step 3	Step 4	Step 5
Magnitude（KN）	10	10	20	20	30
Direction	Vertical down	Vertical up	Vertical down	Vertical up	Vertical down

After the five load steps, the formation and development of cracks in the joint model can be got (Figure 8).


(a) Load step 1	(b) Load step 2

（c）Load step 3	（d）Load step 4

(e) Load step 5
Figure 8. Crack growth pattern under repeated loading

It can be seen from the figure that after the first load step has been loaded, the cracks at the upper part of the beam head first appear due to the tensile stress. After the second load step is applied, there are cracks in the lower part of the beam head. In the third downward concentrated load step, the cracks develop to the column limb, the column part above the beam begins to crack because of the pulling force. The fourth load step is upward, the damage of the beam is aggravated, and the lower part of the column limb emerges the cracking phenomenon. With the fifth load step, fractures occur in the middle of the beam, the junction of beam and column limb is the most devastated, and the top of the column also fractures due to the uniform force.

After the five load steps were loaded, the nephogram of major principal stress which is along the x-axis direction can be obtained (Figure 9).


(a) Isometric view	(b) Side view
Figure 9. Major principal stress nephogram under the repeated loading

As shown in the figure, the stress on the pressure side of the beam is larger, and the stress on the beam head is the maximum. The stress at the column limb increases due to the extrusion effect, and the contour of stress develops obliquely. Different from the stress distribution, cracks appear on the tensile side of the beam and column limb, this is because the concrete tensile strength is much lower than its compressive strength.

4.2 Monotonic loading

As the repeated loading situation above, the top and bottom element nodes of column model are constrained and a uniform downward load of 858 KN is applied to the top of the column.

In monotonic loading situation, a vertically downward concentrated load is applied at the beam end and gradually increases until some elements of the model are destroyed [19,21].

Figure 10 shows the development of joint cracks with increasing load.


(a) 10KN	(b) 20KN

(c) 30KN	(d) 40KN

(e) 50KN
Figure 10. Crack growth pattern under monotonic loading

As in the figure, the cracks earliest appear at the beam head and then develop to the middle part of the beam and the column limb. With the increase of load, the junction of two column limbs is also cracked. The development of cracks in the column limb is approximately oval shape. Finally, the completely damaged element first appears at the beam head, and its failure mode is crushed. Due to the uniform load applied to the top of the column, a small amount of cracks appear in the column top.

When the load is added to 50KN, a element at beam head is completely damaged.

Figure 11 is enlarged views of the joint when the load force is 50KN, the rhombus appearing in a element means the element is completely destroyed. The rhombus is marked out by a red circle.


(a) Destroyed part	(b) Partial enlargement of the destroyed part
Figure 11. Completely destroyed part in the joint

The relationship between the displacement of the beam end and the force under monotonic loading can be got as shown in Figure 12.

Figure 12. Curve of beam end displacement and load force under monotonic loading

When the beam end is loaded to 50KN, the joint nephogram of major principal stress which is also along the x-axis direction can be acquired as shown in Figure 13.


(a) Isometric view	(b) Side view
Figure 13. Major principal stress nephogram under the monotonic loading

As shown, due to the stress concentration effect, the stress in the junction of beam and column limb is greater. And the stress in the compression side of beam head is the largest, which exceeds the compressive strength standard value of the concrete.

5. Conclusions

In this paper, by the elasto-plastic finite element analysis of a T-shaped column joint model, the crack development and the stress distribution of the joint under repeated and monotonic loading were observed， its failure mode was studied. The following conclusions can be drawn:

1. The use of integral finite element model, can make the analysis and calculation of model concise and efficient, easy to converge.

2. The four-fold line constitutive model of concrete adopted in this paper is suitable for the nonlinear simulation.

3. The failure mode of T-shaped column frame under repeated and monotonic loading is beam failure. The plastic hinge first appears at the beam head of the frame joint, and the two column limb intersection which is the core area of column is not damaged at all. The T-shaped column frame meets the "strong column weak beam"design principle.

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