CN115221581A - Shear wall damage parameter determination method based on different bearing capacity indexes - Google Patents
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Abstract
The invention discloses a shear wall damage parameter determination method based on different bearing capacity indexes, wherein the method is characterized in that the states of a material design value and a limit value are equivalent to the damage state of a standard value model based on energy equivalence through finite element analysis of an integral shear wall, and the method comprises the following steps: establishing a finite element model of the component performance state corresponding to the material design value or the limit value, analyzing to obtain a wall body bearing capacity-displacement curve, and taking the area enclosed by the force and the displacement as the energy value of the state; and according to the energy equivalent principle, determining a displacement value in a bearing capacity-displacement curve based on the standard value model, thereby determining the damage state and damage parameters of the wall limb. According to the shear wall damage parameter determination method based on different bearing capacity indexes, due to the fact that calculation is carried out on a shear wall damage model and parameters in general finite element software and processing is carried out in an energy equivalent mode, damage states can be determined rapidly and reasonably, and calculation and prediction are more accurate.
Description
Technical Field
The invention relates to a method for realizing component performance state discrimination based on concrete damage parameters, in particular to a method for determining damage parameters of a shear wall based on different bearing capacity indexes.
Background
In the prior art, the damage states to the concrete shear wall are generally divided into five types, including: minor, mild, moderate, no, more severe. The judgment criteria of the five states include various specifications, for example, the content of "load bearing capacity reference corresponding to different performance requirements for different load bearing members" in "design specification for earthquake resistance of building" (GB 50011-2010) is used to determine performance judgment of the members. 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, the judgment is often inaccurate, and certain errors exist in the evaluation of the performance state of the structural stress member, and even wrong results are obtained.
Concrete has been used as an important building material for over a century, and in consideration of the complexity of the material composition of concrete itself, although research on the mechanical properties (including constitutive models) of concrete in the field of structural engineering has been widely developed, further research is still needed for fundamental problems such as crack propagation in the process of concrete damage and fracture, damage and fracture mechanisms, and the like.
The finite element method for simulating the nonlinear analysis of the reinforced concrete shear wall comprises a solid analysis method and a shell element analysis method. The entity analysis method of the shear wall is to respectively establish a concrete and reinforcing steel bar three-dimensional geometric model in general finite element software and carry out loading solution based on respective material constitutive relation. The concrete and the steel bars in the solid model coordinate the deformation of the concrete and the steel bars through a reasonable boundary coupling relation. Common boundary coupling relationships are: (1) the solving cost is minimum, but the requirement on grid division is higher; (2) the steel bars or the section steel are embedded in the concrete entity. When the spatial position meets the embedding geometric relation during modeling, the coupling relation among different materials can be realized; (3) spring units are arranged among different materials, and spring properties are defined according to bonding structures among the materials. The first two methods are to ignore the bond slip between the different materials. In short, the entity analysis method needs to consider the connection relation of different materials, which has higher requirements on the fineness of geometric division of the model. The overall structure adopting the method has very high calculation cost, and the convergence of calculation is difficult to ensure, so the entity method is basically only suitable for the analysis at the component level.
Therefore, the two-dimensional shell element model is adopted to analyze the integral structure of the reinforced concrete shear wall, so that the method has better precision and practicability, can also consider the calculation efficiency, and is widely accepted and developed in the engineering and academic research communities. The two-dimensional concrete structure of the layered shell adopts a concrete damage model, and can intuitively and animatedly reflect the damage change process of the shear wall member under the action of load or earthquake. The damage parameter is merely indicative of the degree of stiffness degradation of the member, the damage parameter being between [0,1], indicating a wall limb is intact when the damage is 0, and indicating a complete failure of the wall limb 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 still lacked.
In the research of concrete damage models, a large number of scholars propose various different damage constitutive models aiming at specific engineering situations, but due to the particularity of application conditions and the complexity of the established constitutive models, few general damage constitutive relations which can be expressed simply and are convenient for engineers to accept are available, and the evaluation of the stress performance state of the concrete by using a damage parameter standard with clear physical significance is more deficient. In a word, the prior art has no good solution for the damage model parameters of the 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 predictability, is relatively accurate and accords with actual conditions.
The technical scheme of the invention is as follows:
a shear wall damage parameter determination method based on different bearing capacity indexes is characterized in that through general finite element software analysis of an integral shear wall, states of a material design value and a limit value are equivalent to a damage state of a standard value model based on energy equivalence, and the method comprises the following steps: A. establishing a finite element model of the component performance state corresponding to the material design value or the limit value, analyzing to obtain a wall body bearing capacity-displacement curve, and taking the area enclosed by the force and the displacement as the energy value of the state; B. and according to an energy equivalent principle, determining a displacement value in a bearing capacity-displacement curve based on the standard value model, thereby determining the damage state and damage parameters of the wall limb.
The shear wall damage parameter determination method based on different bearing capacity indexes is characterized in that the method further comprises the following steps before the step A:
a0, establishing a component model of the shear wall in finite element processing software and calculating parameters.
The shear wall damage parameter determination method based on different bearing capacity indexes is characterized in that the universal finite element software adopts one or more of Paco, sausage and Abaqus.
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 non-severe damage is (0.7-0.9), the corresponding damage wall body accounts for 30% of the full section, and the damage value corresponding to severe damage is (0.9, 1).
The shear wall damage parameter determination method based on different bearing capacity indexes is characterized in that in the material ultimate strength value in the step A, the concrete strength is 0.88 times of the cubic strength, and the reinforcing steel bar strength is 1.25 times of the yield strength.
The method for determining the damage parameters of the shear wall based on different bearing capacity indexes comprises the following steps of A, B, calculating damage of a design value model, a limit value model and a standard value model: and firstly, applying a vertical load, keeping the vertical load unchanged, and then applying a horizontal load, so as to determine the bearing capacity-displacement curve and damage distribution of the wall.
According to the shear wall damage parameter determination method based on different bearing capacity indexes, due to the fact that the shear wall damage model and parameter calculation are performed in finite element processing software in an energy equivalent mode, damage states can be determined rapidly and reasonably, and calculation and prediction are accurate.
Drawings
Fig. 1 is a schematic processing flow diagram of a shear wall damage parameter determination method based on different load-bearing capacity indexes according to a preferred embodiment of the present invention.
FIG. 2 is a schematic diagram of a shear wall finite element model set-up in a preferred embodiment of the method of the present invention, wherein (a) is a wall finite element model, (b) is an axial force applied to the top of the wall, and (c) is a horizontal displacement time course applied to the top of the wall.
Fig. 3 is a schematic diagram showing the distribution calculation result of the last moment of the compressive damage of the shear wall according to the method of the present invention.
FIG. 4 is a schematic diagram of the substrate shear and horizontal displacement curves corresponding to different material strength grades of the shear wall manufactured by the method of the present invention.
FIG. 5 is a table showing exemplary load-bearing reference indices for achieving the seismic performance requirements of structural members in accordance with the preferred embodiment of the present invention.
FIG. 6 is a table showing the relationship between the structural member status, the damage level and the member bearing capacity in the preferred embodiment of the method of the present invention.
FIG. 7 is a graph illustrating the unloading and reloading paths of concrete material in accordance with a preferred embodiment of the method of the invention.
FIG. 8 is a graph showing the stress-strain-damage response curve of C60 concrete according to the preferred embodiment of the present invention.
FIG. 9 is a schematic diagram of a finite element analysis of the concrete material damage distribution for different states of the structural member according to the preferred embodiment of the method of the present invention.
Detailed Description
The following describes in detail preferred embodiments of the present invention.
In the preferred embodiment of the shear wall damage parameter determination method based on different bearing capacity indexes, the method is applied to common general finite element analysis software, such as one or more of Paco, sausage, abaqus and the like, and a damage parameter determination process is set for a shear wall. When the integral finite element analysis is carried out on the shear wall, the wall body of the shear wall is mostly made of standard-value materials uniformly and directly, so that the model is based on the standard strength of the materials when corresponding to the damage state. In the preferred embodiment of the method of the invention, the damage state that the material design value and the extreme value model are both equivalent to the standard value model is based on the assumption of energy equivalence, and the specific corresponding method comprises the following processing steps: establishing a finite element model of a component performance state corresponding to a material design value or a limit value, analyzing to obtain a wall body bearing capacity-displacement curve, and taking the area enclosed by the force and the displacement as an energy value of the state; and secondly, determining a displacement value in a bearing capacity-displacement curve based on the standard value model according to an energy equivalent principle, thereby determining the damage state and damage parameters of the wall limb. In this case, the damage state in the reference value model is considered to be the bearing capacity range representing the state of the member.
The method for determining the damage parameters of the shear wall based on different bearing capacity indexes comprises the steps of establishing a corresponding relation between concrete damage parameters of the shear wall and the bearing capacity of wall limbs by analyzing a finite element model and following the performance judgment criterion of the conventional bearing capacity evaluation member, and realizing the conversion of corresponding damage states at different material strength levels based on an energy equivalence principle through the bearing capacity-displacement enclosed area of a material standard value strength and limit value strength curve. Correspondingly, the stress state of the limit value can be replaced by the stress state of a standard value or a design value, so that the damage parameter rule under different performance states is obtained, the performance state of the shear wall can be judged equivalently through the bearing capacity judgment criterion, and the concept is clear and more accurate.
In the preferred embodiment of the method for determining the damage parameter of the shear wall based on different load-bearing capacity indexes, as shown in fig. 1, the basic processing steps include: firstly, establishing a model of a component in finite element processing software and calculating parameters; secondly, outputting a bearing capacity-displacement curve of the component according to the process of finite element analysis; thirdly, determining different states of slight damage, moderate damage, no serious damage, more serious damage and the like according to the component performance judgment criterion; fourthly, the damage parameters of each performance state based on the material model are obtained through the energy equivalence principle, and the damage states can be corresponding to five different damage ranges of 1 to 5, for example, but not limited to, the damage parameter (0, 0.3] is damage 1, the damage parameter (0.3 to 0.5] is damage 2, the damage parameter (0.5 to 0.7] is damage 3, the damage parameter (0.7 to 0.9] is damage 4, and the damage parameter > =0.9 is damage 5, so that the component performance judgment criteria are respectively corresponding to slight damage, moderate damage, no serious damage, and severe damage.
Shear wall damage parameter processing system of the embodiment of the inventionIn the example, 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 rate of the wall body is 0.3%. The concrete material is C60, and the steel bar material is HRB400. The finite element model is established through software, and the axial force applied on the top of the wall body shown in the figure 2 (b) is controlled to be kept in the axial compression ratio state of 0.5 as shown in the figures 2 (a) to (c). According to calculation, the wall top is totally applied with 0.5X 27.5 E6X 4X 0.4=22e3 kN, wherein 27.5E6 is the concrete C60 strength design value and has the unit of N/m 2 4m is the wall length and 0.4m is the wall thickness. FIG. 2 (c) shows the horizontal displacement applied at the top of the wall when the wall axial pressure ratio is kept constant at 0.5.
According to the content of 'reference of bearing capacity of different bearing capacity members corresponding to different performance requirements' in annex M of building earthquake resistance design Specification (GB 50011-2010), a performance judgment criterion of the members is determined. The bearing capacity reference index table for realizing the requirement of the earthquake-resistant performance of the structural member provided by the appendix of the earthquake-resistant specification can intuitively judge a plurality of states of the structural member from the table in figure 5: well, substantially well, slightly damaged, moderately damaged, and not severely damaged.
Based on these, different performance objectives, damage levels and load bearing capacity of the components can be correlated, as shown in the attached table of FIG. 6. The 'material design strength value' and 'standard strength value' in the attached table respectively correspond to the specified ranges in the concrete specification; for ultimate strength values, the concrete strength is 0.88 times the cubic strength, and the reinforcing bar strength is 1.25 times the yield strength.
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 in appendix C of concrete structure design Specification (GB 50010-2010), and the compressive peak stress f on the concrete is introduced c And its corresponding strain epsilon c The coefficient K is increased, the curve of the concrete uniaxial compression framework is modified, and then the constraint of the stirrup is considered. The modified stressed framework curve is described as equation (1).
In the formula
α a ＝2.4-0.0125f c ；
For normal concrete sections, K =1+ ρ v f yh /f c In the formula rho v To measure the volume of the hoop ratio, f yh Is the yield strength of the stirrup, f c The peak stress of the concrete compression framework curve is shown; for steel pipe concrete sections, K =1+ (a) a /A cc )(1.8f a /f c -E a /E c ) In the formula f a 、E a 、A a Is the yield strength, modulus of elasticity and cross-sectional area, E, of the steel c 、A cc The modulus of elasticity and the cross-sectional area of the concrete in the steel.
The unloading and reloading paths of the concrete under tension or compression under repeated loading are in diameter, as shown in fig. 7, wherein Er represents the unloading curve elastic modulus at point F, and E0 is the initial elastic modulus of the concrete, and the relationship between the two satisfies equation (2).
The relationship between the concrete damage and the skeleton curve refers to the help of general finite element software (such as ABAQUS, paco or Sausage, and the like), the size of the concrete damage parameter represents the degree of the concrete rigidity degradation, and taking the compression damage dc as an example, the relationship 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 consider damage dc as a function of strain.
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. 8.
The reinforcing steel bar adopts a Menegotto-Pinto model (MP for short), and the basic formula is as follows:
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)
in the formula: (ε r ，σ r ) Is a strain turning point; (ε 0 ，σ 0 ) Is the intersection point of the elastic asymptote and the yield asymptote; e h Is the hardening modulus; e s Is the modulus of elasticity; epsilon m Maximum or minimum strain in the loading history (increase or decrease depending on the current strain); epsilon y Is the yield strain of the steel bar; r 0 、a 1 、a 2 As determined by experimentation, default values were 18.5,0.925 and 0.15.
In the embodiment of the implementation method, the material of the calculation model respectively adopts the design value, the standard value and the limit value, and the damage state of the corresponding material under the design value, the standard value and the limit value is determined by taking the energy consistency of the design value, the standard value and the limit value. In practical processing, the calculation time of the model is 10s and 0-5 s, and then the vertical load is kept unchanged, and the horizontal displacement is started to be applied within 5-10 s.
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 distribution situation of the compressive damage 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, it is an output example of the result of the finite element analysis software of the shear wall damage distribution diagram at the last moment.
As shown in fig. 4, a wall body base shear force and horizontal displacement curve diagram corresponding to the standard value strength and the limit value strength of the material is shown, and the corresponding damage state in the standard value model is determined through the same energy value according to the judgment mode that the force-displacement enclosed area represents the energy value of the corresponding proposed performance state, and at this time, the damage state represents the proposed stress performance state of the shear wall.
During integral finite element analysis, most of the wall bodies are based on standard-value materials, so that the wall bodies corresponding to damage states are based on a model of standard strength of the materials. The damage state of the material design value and the state of the extreme value model which are equivalent to the standard value model is based on the assumption of energy equivalence, and the specific corresponding method is as follows: establishing a finite element model of a component performance state corresponding to a material design value or a limit value, analyzing to obtain a wall body bearing capacity-displacement curve, and taking the area enclosed by the capacity and the displacement as an energy value of the state; and secondly, determining a displacement value in a bearing capacity-displacement curve based on the standard value model according to an energy equivalent principle, thereby determining the damage state and damage parameters of the wall limb. At this time, the damage state in the standard value model is considered to represent the stress performance state drawn by the shear wall.
According to the method described above, the states shown in FIG. 9, which are (a) slight damage, (b) slight damage, (c) moderate damage, and (d) no-severe damage, are determined, and the damage values are respectively about (0, 0.3), (0.3, 0.50), (0.5, 0.7), and (0.7, 0.90), wherein no-severe damage corresponds to a wall of about 30% of the total cross-section.
In the preferred embodiment of the method for determining the damage parameters of the shear wall based on different bearing capacity indexes, due to the fact that the damage model and the parameter calculation of the shear wall in the finite element processing software are adopted and the processing is carried out in an energy equivalent mode, the damage state can be determined rapidly and reasonably, and calculation and prediction are more accurate.
It will be understood that modifications and variations can be made by persons skilled in the art in light of the above teachings and all such modifications and variations are intended to be included within the scope of the invention as defined in the appended claims.
Claims (6)
1. A shear wall damage parameter determination method based on different bearing capacity indexes is characterized in that through general finite element software analysis of an integral shear wall, states of a material design value and a limit value are equivalent to a damage state of a standard value model based on energy equivalence, and the method comprises the following steps:
A. establishing a finite element model of the component performance state corresponding to the material design value or the limit value, analyzing to obtain a wall body bearing capacity-displacement curve, and taking the area enclosed by the force and the displacement as the energy value of the state;
B. and according to an energy equivalent principle, determining a displacement value in a bearing capacity-displacement curve based on the standard value model, thereby determining the damage state and damage parameters of the wall limb.
2. The method for determining the damage parameters of the shear wall based on different bearing capacity indexes is characterized in that the method is further provided with the following steps before the step A:
a0, building a component model of the shear wall in finite element processing software and carrying out parameter calculation.
3. The method for determining the damage parameters of the shear wall based on different load-bearing capacity indexes is characterized in that the general finite element software adopts one or more of Paco, sausage and Abaqus.
4. The method for determining the damage parameters of the shear wall based on different load-bearing capacity indexes in the step B is characterized in that in the damage state, the damage value corresponding to slight damage 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 non-severe damage is (0.7-0.9), the damaged wall body accounts for 30% of the whole cross section, and the damage value corresponding to more severe damage is (0.9, 1).
5. The method for determining the damage parameters of the shear wall based on different bearing capacity indexes is characterized in that the concrete strength of the ultimate strength value of the material in the step A is 0.88 times of the cubic strength, and the reinforcing steel bar strength is 1.25 times of the yield strength.
6. The method for determining the damage parameters of the shear wall based on different load-bearing capacity indexes, according to claim 5, wherein the damage calculation steps of the design value model, the limit value model and the standard value model in the steps A and B are as follows: the method comprises the following steps of firstly carrying out a vertical load applying process, then keeping the vertical load unchanged, and then carrying out a horizontal load applying process, thereby determining a bearing capacity-displacement curve and damage distribution of the wall body.
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