CN111339602B - Method for determining earthquake resistance evaluation index of underground straight wall vault tunnel structure - Google Patents
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Abstract
The invention provides a method for determining earthquake resistance evaluation indexes of an underground straight wall vault tunnel structure, which comprises the steps of firstly selecting optimal finite element analysis software, carrying out modeling numerical analysis on a project structure, obtaining stress states and damage forms of the project structure, establishing a finite element calculation model which is suitable for analysis and has moderate calculation amount, recording the structural displacement state under the earthquake fortification performance requirements, calculating the horizontal interlayer displacement angle limit value of a straight wall section and the tunnel inclination angle limit value of a circular vault under the earthquake fortification performance requirements, selecting two points of the structural vault and the straight wall section which are most prone to damage according to the damage forms of the tunnel, calculating the relative change value limit value of the structural vault and the straight wall section, and comprehensively evaluating the earthquake resistance of the structure by the obtained structural evaluation index limit value. The method constructs a comprehensive evaluation index system from multiple aspects to whole, can be directly used for a straight wall vault tunnel structure, and can provide more perfect scientific support for the earthquake resistance evaluation of an underground structure.
Description
Technical Field
The invention belongs to the field of constructional engineering, and particularly relates to a method for determining an earthquake resistance evaluation index of an underground straight wall vault tunnel structure.
Background
Different underground structures can be damaged to different degrees under the earthquake action of different intensities, the respective structural performances are different, and the performance-based structural earthquake-resistant design needs to evaluate the performance level of the structure under the earthquake action of specified intensity. At present, a great number of students can find out that factors such as structural importance, stress characteristics, structural damage form characteristics and the like have close correlation with quantification of structural earthquake resistance performance through research results of structural performance indexes on the ground. The underground tunnel structure has the constraint function of surrounding soil layers, the structural response and the destruction mode are different from the ground condition, and the performance index of the ground structure cannot be directly applied. At present, the underground tunnels in China mainly adopt rectangular structures and circular structures, for the two tunnels with a single shape, in most cases, an interlayer displacement angle is used as a quantization index of the rectangular structures, a diameter deformation rate or a tunnel inclination angle is used as a quantization index of the circular structures, and the first underground structure in China is specified in earthquake-resistant design specifications. Du Xiuli in the shallow rectangular frame subway station structure earthquake-resistant performance index calibration research, an inverted triangle distribution load underground structure Pushover analysis method is adopted to analyze, a complete capacity curve of each station structure key component is obtained, and a rectangular frame subway station structure transverse earthquake-resistant performance index taking an interlayer displacement angle as a limit value is established through a geometric drawing method and a probability statistics method; wang Jidong in the analysis of earthquake-resistant elastoplasticity analysis and performance index research of subway shield tunnel based on the push over method, the damage mechanism of the shield tunnel under the action of earthquake is analyzed, the damage mode of the shield tunnel is summarized, then based on the tunnel damage mode, the proper tunnel inclination angle performance quantification index is provided by combining the performance level division mode of the shield tunnel, but the situation is only applicable to underground structures with single shape. For a straight wall vault tunnel with a special shape, the damage effect of an earthquake on a structure cannot be fully reflected by evaluating the tunnel with a single evaluation index.
Disclosure of Invention
In order to solve the defects in the prior art, the invention provides a method for determining an earthquake resistance evaluation index of an underground straight wall vault tunnel structure, which comprises the following steps:
step 1: survey and collect engineering condition data, determine the anti-seismic fortification performance requirement of the structure,
step 2: according to the pushover analysis method, carrying out modeling numerical analysis on the project structure and obtaining the stress state and the damage form of the project structure,
step 2.1: according to parameters of engineering projects, a finite element calculation model which is suitable for analysis and has moderate calculation amount is established in finite element analysis software, and a modeling flow is as follows: determining model dimensions-making parts-assembling-imparting material properties-determining interactions and constraints-adding initial ground stress-applying loads and boundary conditions-submitting jobs,
step 2.2: selecting a plurality of representative seismic data, amplitude modulation processing to reach a required peak acceleration level, inputting each seismic wave with the same peak acceleration into a one-dimensional stratum for dynamic analysis, averaging the maximum relative displacement value of the subsurface of each seismic wave obtained by analysis, determining the average value as a target displacement,
step 2.3: pushing and covering the side surface of the structure by using a monotonically increasing inverted triangle distributed acceleration until the structure is damaged,
step 3: recording the displacement state of the structure under the requirement of each earthquake-proof fortification performance according to the pushing and covering process of the structure,
step 4: calculating the horizontal layer displacement angle limit value of the straight wall section under each earthquake fortification performance requirement according to the interlayer displacement angle calculation formula,
step 5: calculating the tunnel inclination angle limit value of the circular vault under each earthquake-proof fortification performance requirement according to a tunnel inclination angle calculation formula,
step 6: according to the damage form of the tunnel, selecting two points of the structural vault and the straight wall section which are most easily damaged, calculating the relative change value limit value,
step 7: combining the three limits obtained in the steps 4, 5 and 6 to formulate a final structural evaluation index limit,
step 8: and (3) comparing the three indexes in each displacement state with the limit value obtained in the step (7) according to the target displacement of each fortification level obtained in the step (2.2), so as to evaluate the earthquake resistance of the structure.
Further, the finite element analysis software selected in the step 2.1 is ABAQUS CAE.
Further, the representative seismic data in step 2.2 are Nanjing artificial wave, EL wave and TAFT wave, the one-dimensional stratum analysis software is eera, and the calculation formula of the inverted triangle distribution in step 2.3 is a i ＝a 0 (H-H i H), wherein a i A is the horizontal equivalent inertial acceleration of the main body unit of the ith layer, a 0 Is the peak acceleration of the ground surface, H is the total height of the model, H i Is the height of the soil unit center from the ground surface.
Further, in the step 4, the calculation formula of the interlayer displacement angle is θ=Δu/H, where Δu is the maximum horizontal displacement, and H is the structural layer height.
Further, the calculation formula of the tunnel inclination angle in step 5 is Φ=δ/D, where δ is the relative displacement between the dome center point and the tunnel bottom center point, and D is the circular tunnel outer diameter.
Further, two points of the arch crown and the straight wall section which are most easily damaged in the step 6 are the 45-degree position of the right arch shoulder and the left arch foot, and the calculation formula of the limit value of the relative change value is as follows
Wherein Δh 1 For horizontal displacement of left arch foot target point, deltah 2 The horizontal displacement of the right spandrel target point is l is the distance between the two target points.
The beneficial effects are that: the method constructs a comprehensive evaluation index system from multiple aspects to whole, can be directly used for a straight wall vault tunnel structure, and can provide more perfect scientific support for the earthquake resistance evaluation of an underground structure.
Drawings
Figure 1 is a flow chart of embodiment 1 of the present invention,
figure 2 is a finite element computational model diagram of embodiment 1 of the present invention,
figure 3 is a functional analytical field input of embodiment 1 of the present invention,
FIG. 4 is a graph showing stress (MPa) at a target displacement of 0.55cm in example 1 of the present invention,
FIG. 5 is a graph showing stress (MPa) at a target displacement of 1.33cm in example 1 of the present invention,
FIG. 6 is a graph showing stress (MPa) at a target displacement of 3.9cm in example 1 of the present invention,
FIG. 7 is a graph showing stress (MPa) at a target displacement of 7.13cm in example 1 of the present invention.
Detailed Description
The present invention is further illustrated in the accompanying drawings and detailed description which are to be understood as being merely illustrative of the invention and not limiting of its scope, and various modifications of the invention, which are equivalent to those skilled in the art upon reading the invention, will fall within the scope of the invention as defined in the appended claims.
The present invention is further illustrated below in conjunction with specific embodiments, it being understood that these embodiments are meant to be illustrative of the invention only and not limiting the scope of the invention, and that modifications of the invention, which are equivalent to those skilled in the art to which the invention pertains, will fall within the scope of the invention as defined in the claims appended hereto.
The invention discloses a method for determining an earthquake resistance evaluation index of a tunnel structure of a basement straight wall vault, which comprises the following steps:
step 1: survey and collect engineering condition data, determine the anti-seismic fortification performance requirement of the structure,
step 2: according to the pushover analysis method, carrying out modeling numerical analysis on the project structure and obtaining the stress state and the damage form of the project structure,
step 2.1: selecting optimal finite element analysis software, specifically ABAQUS CAE, according to parameters of engineering projects, establishing a finite element calculation model which is suitable for analysis and has moderate calculation amount,
step 2.2: selecting a plurality of representative seismic data (Nanjing artificial wave, EL wave and TAFT wave), amplitude modulation processing to reach a required peak acceleration level, inputting each seismic wave with the same peak acceleration into a one-dimensional stratum for dynamic analysis, obtaining the maximum relative displacement value of the earth surface under each seismic wave by using one-dimensional stratum analysis software eera, then taking an average value of all the obtained maximum relative displacement values of the earth surface, determining the average value as target displacement,
step 2.3: pushing and covering the side surface of the structure by using a monotonically increasing inverted triangle distribution acceleration, wherein the calculation formula of the inverted triangle distribution is a i ＝a 0 (H-H i /H) until structural failure, wherein a i A is the horizontal equivalent inertial acceleration of the main body unit of the ith layer, a 0 Is the peak acceleration of the ground surface, H is the total height of the model, H i For the height of the soil unit center from the earth's surface,
step 3: recording the displacement state of the structure under the requirement of each earthquake-proof fortification performance according to the pushing and covering process of the structure,
step 4: calculating the horizontal layer displacement angle limit value of the straight wall section under each earthquake fortification performance requirement according to an interlayer displacement angle calculation formula theta=delta U/H, wherein delta U is the maximum horizontal displacement, H is the structural layer height,
step 5: calculating tunnel inclination angle limit value of the circular vault under each earthquake fortification performance requirement according to a tunnel inclination angle calculation formula phi=delta/D, wherein delta is the relative displacement of the vault center point and the tunnel bottom center point, D is the circular tunnel outer diameter,
step 6: according to the damage form of the tunnel, two points which are most easily damaged in the distribution of the structural vault and the straight wall section are selected, namely the 45-degree position of the right arch shoulder and the left arch foot, the relative change value limit value is calculated, and the calculation formula of the relative change value limit value is as follows
Wherein Δh 1 For horizontal displacement of left arch foot target point, deltah 2 The horizontal displacement of the right spandrel target point is l is the distance between the two target points.
Step 7: combining the three limit values obtained in the step 4, the step 5 and the step 6 to formulate a final structural evaluation index limit value,
step 8: and (3) evaluating the structural seismic performance according to the target displacement obtained in the step (2.2) and combining the structural evaluation index limit value obtained in the step (7).
Example 1
The technical scheme of the invention will be described in detail below by combining a scheme for evaluating earthquake resistance of a mountain tunnel project in a cloud plateau with a drawing, a specific flow is shown in figure 1,
step 1: by engineering condition investigation and data collection, the anti-seismic fortification performance requirements of the structure are determined, as shown in table 1,
TABLE 1 shock resistance fortification Performance requirements of the present embodiment
Step 2: based on a pushover analysis method, carrying out modeling numerical analysis on the project structure and obtaining the stress state and the damage form of the project structure, and specifically comprising the following steps:
step 2.1: according to the parameters of engineering projects, determining the finite element analysis software as ABAQUS CAE, establishing a finite element calculation model which is suitable for analysis and has moderate calculation amount, as shown in figure 2,
step 2.2: three representative seismic data Nanjing artificial waves, EL waves and TAFT waves are selected, and because the peak acceleration of the three waves is about 0.35g, amplitude modulation is needed to reach the peak acceleration level needed by us, the method is that an adjustment coefficient is multiplied on all the amplitude values, the adjustment coefficient is the ratio of the peak acceleration of a target fortification level to the peak acceleration of a seismic wave, amplitude modulation is carried out according to four local fortification level peak accelerations, namely 0.055g, 0.11g, 0.255g and 0.4g, each seismic wave with the same peak acceleration is input into one-dimensional stratum analysis software eera for dynamic analysis, the maximum relative displacement value of the earth surface of each seismic wave is obtained, and the average target displacement of three seismic waves under the four levels can be calculated according to the analysis results:
(1) Average target displacement in a multi-encounter earthquake: 0.55cm
(2) Basic seismic average target displacement: 1.33cm
(3) Rare seismic average target displacement: 3.9cm
(4) Very rarely, seismic average target displacement: 7.13cm
Step 2.3: pushing and covering the side surface of the structure by using a monotonically increasing inverted triangle distribution acceleration, wherein the calculation formula of the inverted triangle distribution is a i ＝a 0 (H-H i i/H), in ABAQUS can be achieved by f (x) function resolving field input, loading until structural failure, as shown in figure 3,
step 3: according to the pushing and covering process of the structure, the structure displacement state under each performance requirement is recorded, as shown in fig. 4-7, which is the structure displacement and stress state under the four performance requirements of the present embodiment, fig. 4 is the stress (MPa) at the 0.55cm target displacement of the present embodiment, fig. 5 is the stress (MPa) at the 1.33cm target displacement of the present embodiment, fig. 6 is the stress (MPa) at the 3.9cm target displacement of the present embodiment, fig. 7 is the stress (MPa) at the 7.13cm target displacement of the present embodiment,
step 4: obtaining the horizontal layer displacement angle limit value of the straight wall section according to the calculation formula theta=delta U/H of the layer displacement angle,
step 5: according to the tunnel inclination angle calculation formula phi=delta/D, the tunnel inclination angle limit value of the circular vault can be obtained,
step 6: according to the damage form of the tunnel, selecting the 45-degree position of the right arch shoulder and the left arch foot which are most easily damaged in the distribution of the structural arch crown and the straight wall section as calculation points, and according to the formula
The relative change value limit was calculated as shown in table 2,
table 2 the specific contents of the three evaluation index calculation formulas of this embodiment
Step 7: the three limits are combined to prepare a final structure comprehensive evaluation index limit value table, as shown in table 3,
TABLE 3 final Structure comprehensive evaluation index Limit Table of this example
Step 8: according to the obtained target displacement state under each fortification level, three indexes under each displacement state are calculated, and according to the combination of the evaluation index limit value, the structural part component reaches the tensile strength for the first time under the condition that the target displacement reaches 0.55cm, namely the level of vibration is encountered more frequently, then the structure is always in the whole elastic state until the earthquake is rarely encountered by 7.13cm, the structural part component reaches the tensile strength, the comprehensive index is within the limit value of the performance requirement III, the structure is slightly damaged, and the structural straight wall and the vault have better earthquake resistance, and the whole structure can bear the load action of most earthquakes.
The method constructs a comprehensive evaluation index system from multiple aspects to whole, can be directly used for a straight wall vault tunnel structure, and provides more perfect scientific support for the earthquake resistance evaluation of an underground structure.
Claims (4)
1. The method for determining the earthquake resistance evaluation index of the underground straight wall vault tunnel structure is characterized by comprising the following steps of:
step 1: survey and collect engineering condition data, determine the anti-seismic fortification performance requirement of the structure,
step 2: according to the pushover analysis method, carrying out modeling numerical analysis on the project structure and obtaining the stress state and the damage form of the project structure,
step 2.1: according to parameters of engineering projects, a finite element calculation model which is suitable for analysis and has moderate calculation amount is established in finite element analysis software, and a modeling flow is as follows: determining model dimensions-making parts-assembling-imparting material properties-determining interactions and constraints-adding initial ground stress-applying loads and boundary conditions-submitting jobs,
step 2.2: selectingSeveral pieces of representative seismic data, amplitude modulation processing to reach the required peak acceleration level, inputting each seismic wave with the same peak acceleration into a one-dimensional stratum for dynamic analysis, averaging the maximum relative displacement value of the subsurface of each seismic wave obtained by analysis, and determining the average value as target displacement, wherein the representative seismic data are Nanjing artificial wave, EL wave and TAFT wave, the one-dimensional stratum analysis software is eera, and the calculation formula of the inverted triangle distribution in step 2.3 is a i ＝a０ 0 (H-Hi/H), wherein ai is the horizontal equivalent inertial acceleration of the main body unit of the ith layer, a0 is the peak acceleration of the earth surface, H is the total height of the model, hi is the height of the center of the earth unit of the layer from the earth surface,
step 2.3: pushing and covering the side surface of the structure by using a monotonically increasing inverted triangle distributed acceleration until the structure is damaged,
step 3: recording the structural displacement state of each earthquake-proof fortification performance requirement according to the pushing and covering process of the structure, and step 4: calculating the horizontal layer displacement angle limit value of the straight wall section under each earthquake fortification performance requirement according to the interlayer displacement angle calculation formula,
step 5: calculating the tunnel inclination angle limit value of the circular vault under each earthquake-proof fortification performance requirement according to a tunnel inclination angle calculation formula,
step 6: according to the damage form of the tunnel, selecting two points which are most easily damaged by the distribution of the structural vault and the straight wall section, and calculating the relative change value limit value of the structural vault and the straight wall section, wherein the two points which are most easily damaged by the distribution of the vault and the straight wall section are the 45-degree position of the right vault shoulder and the left vault foot, and the calculation formula of the relative change value limit value is as follows
Wherein Deltah 1 is the horizontal displacement of the left arch foot target point, deltah 2 For the horizontal displacement of the right spandrel target point, l is the distance between the two target points,
step 7: combining the three limits obtained in the steps 4, 5 and 6 to formulate a final structural evaluation index limit,
step 8: and (3) comparing the three indexes in each displacement state with the limit value obtained in the step (7) according to the target displacement of each fortification level obtained in the step (2.2), so as to evaluate the earthquake resistance of the structure.
2. The method for determining the earthquake resistance evaluation index of the underground straight wall vault tunnel structure according to claim 1, wherein the finite element analysis software selected in the step 2.1 is ABAQUS CAE.
3. The method for determining an earthquake-resistant performance evaluation index of an underground straight wall vault tunnel structure according to claim 1, wherein the interlayer displacement angle calculation formula in the step 4 is θ= Δu/H, where Δu is the maximum horizontal displacement, and H is the structural layer height.
4. The method for determining an earthquake-resistant performance evaluation index of an underground straight wall vault tunnel structure according to claim 1, wherein in the step 5, the calculation formula of the inclination angle of the tunnel is phi = delta/D, wherein delta is the relative displacement between the vault center point and the tunnel bottom center point, and D is the circular tunnel outer diameter.
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