CN115221581B - Shear wall damage parameter determination method based on different bearing capacity indexes - Google Patents

Shear wall damage parameter determination method based on different bearing capacity indexes Download PDF

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CN115221581B
CN115221581B CN202210724571.4A CN202210724571A CN115221581B CN 115221581 B CN115221581 B CN 115221581B CN 202210724571 A CN202210724571 A CN 202210724571A CN 115221581 B CN115221581 B CN 115221581B
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shear wall
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林超伟
王兴法
王松帆
方飞虎
吴昀泽
刘红星
高义奇
梁华
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Shenzhen Baitao Lansen International Architectural Design Co ltd
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Abstract

The invention discloses a shear wall damage parameter determination method based on different bearing capacity indexes, wherein the states of a material design value and a limit value are both equivalent to the damage state of a standard value model based on energy equivalence by finite element analysis of an integral shear wall, and the method comprises the following steps: establishing a finite element model adopting a material design value or a limit value to correspond to a component performance state, analyzing to obtain a wall bearing capacity-displacement curve, and taking the area enclosed by the force-displacement curve as an energy value of the state; and determining displacement values in a bearing capacity-displacement curve based on a standard value model according to an energy equivalent principle, so as to determine the damage state and damage parameters of the wall. According to the shear wall damage parameter determination method based on different bearing capacity indexes, as the shear wall damage model and parameter calculation are adopted in the general finite element software, the damage state can be rapidly and reasonably determined through processing in an energy equivalent mode, and the calculation and the prediction are more accurate.

Description

Shear wall damage parameter determination method based on different bearing capacity indexes
Technical Field
The invention relates to a component performance state discrimination realization method based on concrete damage parameters, in particular to a shear wall damage parameter determination method based on different bearing capacity indexes.
Background
The damage state to the concrete shear wall in the prior art generally falls into five types, including: slight damage, moderate damage, no severe damage, more severe damage. The judging criteria of the five states are specified by various specifications, for example, the content of "bearing capacity references of different bearing capacity components corresponding to different performance requirements" in the "building earthquake-proof design specification" (GB 50011-2010) is used for determining the performance judgment of the components. However, in the prior art, the mode of confirming the five states is generally realized by a destructive test mode or by analysis of artificial parameter setting, so that judgment is often inaccurate, and certain errors exist in evaluating the performance states of the structural stress members, and even erroneous results are obtained.
Concrete has been used as an important building material for hundreds of years, and in view of the complexity of the material composition of the concrete, although the research on the mechanical properties (including the present structural model) of the concrete in the field of structural engineering has been widely developed, the basic problems of crack propagation, damage and fracture mechanism and the like in the process of damaging and breaking the concrete still need to be further explored.
The finite element method for simulating the nonlinear analysis of the reinforced concrete shear wall comprises a physical analysis method and a shell element analysis method. The entity analysis method of the shear wall is to respectively establish three-dimensional geometric models of concrete and steel bars in general finite element software and to carry out loading solution based on respective material constitutive relations. And the deformation of the concrete and the steel bars in the solid model is coordinated through a reasonable boundary coupling relation. Common boundary coupling relationships are: (1) the common node has the minimum solving cost, but has higher dividing requirement on grids; (2) reinforcing bars or sections are embedded in the concrete body. When the space-time relationship in modeling meets the imbedded geometric relationship, the coupling relationship between different materials can be realized; (3) spring units are arranged between different materials, and the spring properties are defined according to the bonding mechanism between the materials. The former two methods ignore bond slip between different materials. In summary, the physical analysis method needs to consider the connection relation of different materials, which has high requirements on the fineness degree of the model geometric division. The overall structure is very high in calculation cost and calculation convergence is difficult to ensure by adopting the method, so that the physical method is basically only suitable for analysis of a component level.
Therefore, the two-dimensional shell element model is adopted to analyze the whole structure of the reinforced concrete shear wall, so that the reinforced concrete shear wall has good precision and practicality, and can also consider the calculation efficiency, and the reinforced concrete shear wall has wide acceptance and development in engineering and academic research. The two-dimensional concrete structure of the layered shell adopts a concrete damage model, and damage change courses of the shear wall component under the action of load or earthquake can be intuitively and animated reflected. The damage parameter is merely indicative of the degree of stiffness degradation of the component, the damage parameter being between [0,1], the damage being indicative of the wall being intact when the damage is 0, and the damage being indicative of the wall being completely broken when the damage is 1. For the five failure states of the shear wall, the damage parameters corresponding to the respective states are changed at (0, 1). Although the building earthquake-resistant design specification (GB 50011-2010) has a definite bearing capacity judgment standard, a damage parameter value interval which can be directly used for guiding and evaluating the performance state of concrete is lacking.
In the research of a concrete damage model, a large number of students put forward various damage constitutive models according to specific engineering conditions, but due to the specificity of applicable conditions and the complexity of the built constitutive models, there is little general damage constitutive relation which can be expressed simply and is convenient for engineers to accept, and the evaluation of the stress performance state of the concrete by using damage parameter standards with definite physical significance is not enough. In summary, the prior art has no good solution to the damage model parameters of concrete, and the prior art has problems to be solved.
Disclosure of Invention
The invention aims to provide a shear wall damage parameter determination method based on different bearing capacity indexes, and provides a concrete damage model parameter determination method which accords with actual expectancy, is relatively accurate and accords with actual conditions.
The technical scheme of the invention is as follows:
the shear wall damage parameter determining method based on different bearing capacity indexes includes the steps of analyzing general finite element software of an integral shear wall, and enabling the states of a material design value and a limit value to be equivalent to the damage states of a standard value model based on energy equivalent, wherein the method comprises the following steps:
A. establishing a finite element model adopting a material design value or a limit value to correspond to a component performance state, analyzing to obtain a wall bearing capacity-displacement curve, and taking the area enclosed by the force-displacement curve as an energy value of the state;
B. and determining displacement values in a bearing capacity-displacement curve based on a standard value model according to an energy equivalent principle, so as to determine the damage state and damage parameters of the wall.
The method for determining the shear wall damage parameters based on different bearing capacity indexes is characterized in that the step A is further provided with the following steps:
a0, building a component model of the shear wall in finite element processing software and calculating parameters.
According to the shear wall damage parameter determination method based on different bearing capacity indexes, one or more of Paco, sausage, abaqus are adopted by general finite element software.
In the method for determining the shear wall damage parameters based on different bearing capacity indexes, in the step B, the damage value corresponding to slight damage in the damage state is (0, 0.3), the damage value corresponding to slight damage is (0.3-0.5), the damage value corresponding to moderate damage is (0.5-0.7), the damage value corresponding to no serious damage is (0.7-0.9) and the damage corresponding to the damaged wall accounts for 30% of the whole section, and the damage corresponding to severe damage is (0.9,1).
According to the shear wall damage parameter determination method based on different bearing capacity indexes, the ultimate strength value of the material in the step A is 0.88 times of the cubic strength of the concrete, and the strength of the steel bar is 1.25 times of the yield strength.
The method for determining the shear wall damage parameters based on different bearing capacity indexes, wherein the steps of calculating the damage of the design value model, the limit value model and the standard value model in the step A, B are as follows: firstly, carrying out a vertical load application process, then keeping the vertical load unchanged, and then carrying out a horizontal load application process, so as to determine the bearing capacity-displacement curve and damage distribution of the wall body.
According to the shear wall damage parameter determination method based on different bearing capacity indexes, provided by the invention, the damage states can be rapidly and reasonably determined by adopting the method of processing the shear wall damage model and parameter calculation in the finite element processing software in an energy equivalent mode, and the calculation prediction is more accurate.
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FIG. 1 is a schematic process flow diagram of a method for determining shear wall damage parameters based on different bearing capacity indexes according to a preferred embodiment of the present invention.
FIG. 2 is a schematic diagram of a finite element model of a shear wall in a preferred embodiment of the method of the present invention, wherein (a) is the finite element model of the wall, (b) is the axial force applied to the top of the wall, and (c) is the horizontal displacement time period applied to the top of the wall.
Fig. 3 is a schematic diagram showing the calculation result of the distribution of the final moment of the compressive damage of the shear wall according to the method of the invention.
FIG. 4 is a schematic view of the shear and horizontal displacement curves of the substrate corresponding to different material strength levels of the shear wall according to the method of the present invention.
FIG. 5 is a schematic diagram of a concrete material unloading and reloading path in a preferred embodiment of the method according to the invention.
FIG. 6 is a graph showing the stress-strain-damage response of C60 concrete in a preferred embodiment of the method of the present invention.
FIG. 7 is a schematic diagram showing finite element analysis of damage distribution of concrete materials corresponding to different states of a member in a preferred embodiment of the method of the present invention.
Detailed Description
The preferred embodiments of the present invention are described in detail below.
The method for determining the damage parameters of the shear wall based on different bearing capacity indexes is applied to one or more of common general finite element analysis software, such as Paco, sausage, abaqus, and a damage parameter determination process is set for the shear wall. When the integral finite element analysis is carried out on the shear wall, most of the walls of the shear wall are uniformly and directly made of standard value materials, so that the shear wall is based on a model of the standard strength of the materials in the corresponding damage state. In the preferred embodiment of the method, the damage state of the material design value and the state of the limit value model are equivalent to the damage state of the standard value model based on the assumption of energy equivalent, and the specific corresponding method comprises the following processing steps: firstly, establishing a finite element model adopting a material design value or a limiting value to correspond to a component performance state, analyzing to obtain a wall bearing capacity-displacement curve, and taking the area enclosed by the force-displacement curve as an energy value of the state; and secondly, determining displacement values in a bearing capacity-displacement curve based on a standard value model according to an energy equivalent principle, so as to determine the damage state and damage parameters of the wall. In this case, the damage state in the standard model is considered to be a load bearing capacity range indicating the state of the member.
The shear wall damage parameter determination method based on different bearing capacity indexes is characterized in that the corresponding relation between the concrete damage parameter of the shear wall and the bearing capacity of the wall limb is established by analyzing a finite element model and following the criterion of the performance judgment of the existing bearing capacity evaluation component, for example, the conversion of the corresponding damage state of different material strength grades is realized on the basis of the energy equivalent principle through the bearing capacity-displacement enclosing area of a material standard value strength and limit value strength curve. Correspondingly, the limit value stress state can be replaced by a stress state of a standard value or a design value, so that a damage parameter rule under different performance states is obtained, and further, the performance state of the shear wall is judged by the bearing capacity judging criterion, so that the concept is clear and more accurate.
In a preferred embodiment of the method for determining shear wall damage parameters based on different bearing capacity indexes, as shown in fig. 1, the basic processing steps include: firstly, building a model of a component in finite element processing software and performing parameter calculation; secondly, outputting a load-bearing capacity-displacement curve of the component according to a finite element analysis process; thirdly, determining different states of slight damage, moderate damage, no serious damage, more serious damage and the like according to the component performance judging criteria; fourth, by energy equivalent principle, the damage parameters of each performance state based on the material model are obtained, and the damage states can be correspondingly in five different damage 1-5 ranges, for example, but not limited to, the damage parameters (0, 0.3) can be regarded as damage 1, the damage parameters (0.3-0.5) are regarded as damage 2, the damage parameters (0.5-0.7) are regarded as damage 3, the damage parameters (0.7-0.9) are regarded as damage 4, the damage parameters > =0.9 are regarded as damage 5, so that the damage states respectively correspond to slight damage, moderate damage, no serious damage and serious damage according to the component performance judging criteria.
In the shear wall damage parameter processing example of the specific embodiment of the invention, the length of the shear wall is 4m, the height is 5.4m, the wall thickness is 0.4m, and the vertical and horizontal reinforcement rates of the wall are 0.3%. The concrete material is C60, and the reinforcing steel bar material is HRB400. The finite element model is built through software, and as shown in fig. 2 (a) - (c), the axial force applied by the top of the wall body shown in fig. 2 (b) controls the wall body to be kept in the axial pressure ratio state of 0.5. According to calculation, 0.5 x 27.5e6x4x0.4=22e3kn is applied to the wall top, wherein 27.5E6 is a concrete C60 strength design value, and the unit is N/m 2 4m is the wall length, and 0.4m is the wall thickness. FIG. 2 (c) shows the horizontal displacement applied to the top of the wall while maintaining the wall shaft pressure ratio constant at 0.5.
The performance judgment criteria of the components are determined according to the content of 'bearing capacity references of components with different bearing capacities corresponding to different performance requirements' in the annex M of the building earthquake-proof design specification (GB 50011-2010). Table 1 is a bearing capacity reference index table for realizing the requirement of the earthquake-proof performance of the structural member provided by the earthquake-proof specification appendix, and several states of the member can be intuitively judged from table 1: good, substantially good, slightly damaged, moderately damaged, and not severely damaged.
Table 1 examples of load-bearing reference indicators for structural members to achieve anti-vibration performance requirements
Figure GDA0004184357690000061
From these, the different performance objectives, the degree of damage and the load bearing capacity of the component can be related as shown in table 2. The "material design strength value" and "standard strength value" in table 2 correspond to the specified ranges in the concrete specifications, respectively; for the ultimate strength value, the concrete strength is 0.88 times the cubic strength, and the steel bar strength is 1.25 times the yield strength.
TABLE 2 correspondence between structural member status, degree of damage and member bearing capacity
Figure GDA0004184357690000071
In the preferred embodiment of the method, the skeleton curve of the concrete material model is taken from the concrete uniaxial tension-compression constitutive relation of annex C of the concrete structural design Specification (GB 50010-2010), and the compressive peak stress f of the concrete is introduced c And the corresponding strain epsilon c And (3) modifying the uniaxial compressive skeleton curve of the concrete to further consider the constraint of stirrups. The modified compressed skeleton curve is described as formula (1).
Figure GDA0004184357690000072
In the middle of
Figure GDA0004184357690000073
α a ＝2.4-0.0125f c ；α d ＝0.157f c 0.785 -0.905；
For a normal concrete section, k=1+ρ v f yh /f c In ρ v For volume collar ratio f yh For the stirrup yield strength, f c Peak stress of the concrete compression skeleton curve; for a concrete-filled steel tube section, k=1+ (a a /A cc )(1.8f a /f c -E a /E c ) In f a 、E a 、A a Is the yield strength, the elastic modulus and the cross-sectional area of steel, E c 、A cc The elastic modulus and the cross-sectional area of the concrete in the steel material.
The unloading and reloading paths of the concrete under tension or compression under the action of repeated load are in diameters, as shown in fig. 5, wherein Er represents the elastic modulus of an unloading curve at a point F, E0 is the initial elastic modulus of the concrete, and the relation between the two satisfies the formula (2).
Figure GDA0004184357690000074
With the help of general finite element software (such as ABAQUS, paco or Sausage) for concrete damage and skeleton curve relation, the size of the concrete damage parameters represents the degree of concrete rigidity degradation, and taking compressive damage dc as an example, the relation between the concrete damage and the concrete strain and stress can be established, as shown in formula (3). The stress in the equation can be expressed as a function of strain, so equation (3) can be considered to be a function of strain as well.
Figure GDA0004184357690000081
The stress-strain skeleton curve and the strain-damage curve of the concrete are plotted together, taking C60 as an example, as shown in FIG. 6.
The steel bar adopts a Menegotto-Pinto model (MP for short), and the basic formula is as follows:
Figure GDA0004184357690000082
σ * ＝(σ-σ r )/(σ 0 -σ r ) (5)
ε * ＝(ε-ε r )/(ε 0 -ε r ) (6)
b＝E h /E s (7)
R＝R 0 -a 1 ξ/(a 2 +ξ) (8)
ξ＝|(ε m -ε 0 )/ε y | (9)
wherein: (epsilon) r ，σ r ) Is the strain turning point; (epsilon) 0 ，σ 0 ) Is the intersection point of the elastic asymptote and the yield asymptote; e (E) h Is the hardening modulus; e (E) s Is the elastic modulus; epsilon m Is the maximum or minimum value of strain in the loading history (depending on the increase or decrease of the current strain); epsilon y Is the yield strain of the steel bar; r is R 0 、a 1 、a 2 The default values were 18.5,0.925 and 0.15 as determined by experimentation.
In the embodiment of the implementation method, the materials of the calculation model adopt design values, standard values and limit values respectively, and the damage states of the corresponding materials under the design values, standard values and limit values are determined by taking the energy of the design values, the standard values and the limit values to be consistent. In actual treatment, the calculation time of the model is 10s, 0-5 s is used as the application process of the vertical load, the vertical load is kept unchanged, and the horizontal displacement is carried out for 5-10 s to start the application.
According to the calculation processing, in the preferred embodiment of the method for judging the performance state of the concrete damage parameter component of the shear wall, the compression damage distribution condition of the wall can be respectively calculated according to the design value, the standard value and the limit value of the material, and the damage state distribution of the wall at different moments can be respectively obtained. As shown in fig. 3, this is an example of the output of the final shear wall damage profile in the finite element analysis software.
As shown in fig. 4, which is a graph of wall body substrate shear force and horizontal displacement corresponding to standard value strength and limit value strength of materials, according to a judging mode that the force-displacement enclosing area represents the energy value corresponding to the planned performance state, determining the corresponding damage state in the standard value model through the same energy value, and at the moment, representing the planned stress performance state of the shear wall by the damage state.
In the whole finite element analysis, most of the wall body is based on standard value materials, so that the wall body is based on a model of standard strength of the materials in the corresponding damage state. The damage state of the material design value and the state of the limit value model are equivalent to the damage state of the standard value model based on the assumption of energy equivalent, and the specific corresponding method is as follows: firstly, establishing a finite element model adopting a material design value or a limiting value to correspond to a component performance state, analyzing to obtain a wall bearing capacity-displacement curve, and taking the area enclosed by the force-displacement curve as an energy value of the state; and secondly, determining displacement values in a bearing capacity-displacement curve based on a standard value model according to an energy equivalent principle, so as to determine the damage state and damage parameters of the wall. At this time, the damage state in the standard value model is considered to be the stress performance state which characterizes the shear wall.
According to the foregoing method, the respective conditions as in fig. 7 were determined to be (a) slightly damaged, (b) slightly damaged, (c) moderately damaged, and (d) not severely damaged, each corresponding to damage values of about (0, 0.3], (0.3,0.50 ], (0.5,0.7), and (0.7,0.90), respectively, wherein not severely damaged corresponds to about 30% of the total cross section of the wall.
In the preferred embodiment of the shear wall damage parameter determination method based on different bearing capacity indexes, the damage states can be rapidly and reasonably determined by adopting the method of processing the shear wall damage model and parameter calculation in the finite element processing software in an energy equivalent mode, and the calculation prediction is more accurate.
It will be understood that modifications and variations will be apparent to those skilled in the art from the foregoing description, and it is intended that all such modifications and variations be included within the scope of the following claims.

Claims (5)

1. The shear wall damage parameter determining method based on different bearing capacity indexes is characterized by comprising the following steps of:
A. establishing a finite element model adopting a material design value and a limiting value to correspond to the performance state of a component, analyzing to obtain a bearing capacity-displacement curve of the wall, and taking the area enclosed by the bearing capacity-displacement in the bearing capacity-displacement curve as the energy value of the damage state of a standard value model;
B. according to the energy equivalent principle, determining a displacement value in a bearing capacity-displacement curve based on a standard value model, so as to determine the damage state and damage parameters of the wall limb;
determining a performance judgment criterion of the component according to bearing capacity references of components with different bearing capacities and corresponding to different performance requirements, and determining the damage state of the component according to the component performance judgment criterion, wherein the damage state comprises slight damage, moderate damage, no serious damage and serious damage;
in the step B, the slight damage corresponding damage value of the damaged state is (0, 0.3), the slight damage corresponding damage value is (0.3, 0.5), the moderate damage corresponding damage value is (0.5,0.7), the no serious damage corresponding damage value is (0.7,0.9) and the corresponding damaged wall accounts for 30% of the whole section, and the more serious damage corresponding damage value is (0.9,1).
2. The method for determining shear wall damage parameters based on different bearing capacity indexes according to claim 1, wherein the step a is further preceded by the steps of:
a0, building a component model of the shear wall in finite element processing software and calculating parameters.
3. The method for determining shear wall damage parameters based on different bearing capacity indicators according to claim 2, wherein the general purpose finite element software adopts one or more of Paco, sausage, abaqus.
4. The method for determining the damage parameters of the shear wall based on different bearing capacity indexes according to claim 3, wherein the ultimate strength value of the material in the step A is 0.88 times of the cubic strength of the concrete, and the strength of the steel bar is 1.25 times of the yield strength.
5. The method for determining shear wall damage parameters based on different bearing capacity indexes according to claim 4, wherein the design value model, the limit value model and the standard value model damage calculation step in step A, B are as follows: firstly, carrying out a vertical load application process, then keeping the vertical load unchanged, and then carrying out a horizontal load application process, so as to determine the bearing capacity-displacement curve and damage distribution of the wall body.
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CN110135113B (en) * 2019-06-05 2023-07-07 中南大学 Construction method of rock structural surface damage statistical constitutive model considering size effect

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