CN111339602A - Method for determining earthquake resistance evaluation index of underground vertical wall vault tunnel structure - Google Patents
Method for determining earthquake resistance evaluation index of underground vertical wall vault tunnel structure Download PDFInfo
- Publication number
- CN111339602A CN111339602A CN202010271893.9A CN202010271893A CN111339602A CN 111339602 A CN111339602 A CN 111339602A CN 202010271893 A CN202010271893 A CN 202010271893A CN 111339602 A CN111339602 A CN 111339602A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- vault
- displacement
- determining
- vertical wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Management, Administration, Business Operations System, And Electronic Commerce (AREA)
- Geophysics And Detection Of Objects (AREA)
Abstract
The invention provides a method for determining an earthquake resistance evaluation index of an underground vertical 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 a stress state and a failure form of the project structure, establishing a finite element calculation model which is suitable for analysis and has moderate calculation amount, recording a structure displacement state under each earthquake resistance fortification performance requirement, calculating a horizontal interlayer displacement angle limit value of a vertical wall section and a tunnel inclination angle limit value of a circular vault under each earthquake resistance fortification performance requirement, selecting two points which are most prone to damage in the distribution of the structural vault and the vertical wall section according to the damage form of the tunnel, calculating a relative change value limit value of the two points, and evaluating the earthquake resistance of the structure by combining the steps. The method constructs a comprehensive evaluation index system from separation to integration in many aspects, can be directly used for the vertical wall vault tunnel structure, and can provide more perfect scientific support for the earthquake resistance evaluation of the 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 vertical wall vault tunnel structure.
Background
Different underground structures can be damaged in different degrees under the earthquake action of different strengths, the respective structural performances are different, and the performance level of the structure under the earthquake action of the specified strength needs to be evaluated based on the structural earthquake-resistant design of the performances. At present, the research results of a large number of scholars on the ground structure performance indexes show that factors such as structure importance, stress characteristics, structural failure form characteristics and the like have close relevance to the quantification of the structure earthquake resistance. The underground tunnel structure has the constraint effect of surrounding soil layers, the structural response and the damage mode can be different from the ground condition, and the performance index of the ground structure can not be directly applied. At present, the underground tunnel in China is mainly of a rectangular structure and a circular structure, for the two tunnels in a single shape, the interlayer displacement angle is mostly used as a quantization index of the rectangular structure, the diameter deformation rate or the inclination angle of the tunnel is used as a quantization index of the circular structure, and the method is also specified in the first earthquake-resistant design specification of the underground structure in China. The repair force is analyzed by adopting an inverted triangle load distribution underground structure Pushover analysis method in 'calibration research of earthquake resistance performance indexes of shallow-buried rectangular frame subway station structures', a complete capacity curve of each station structure key component is obtained, and a rectangular frame subway station structure transverse earthquake resistance performance index taking an interlayer displacement angle as a limit value is established by a geometric drawing method and a probability statistical method; Wang-Shendong analyzes the failure mechanism of the shield tunnel under the action of earthquake in Pushover method-based subway shield tunnel anti-seismic elastoplasticity analysis and performance index research, summarizes the failure mode of the shield tunnel, and then provides a proper tunnel inclination angle performance quantization index by combining the performance level dividing mode of the shield tunnel based on the tunnel failure mode, but the above situation is only suitable for the underground structure with a single shape. For the straight-wall vault tunnel with a special shape, the damage effect of the earthquake on the structure cannot be completely reflected only by evaluating with a single evaluation index.
Disclosure of Invention
In order to solve the defects of the prior art, the invention provides a method for determining an earthquake resistance evaluation index of an underground vertical wall vault tunnel structure, which comprises the following steps:
step 1: investigating and collecting engineering condition data, determining the requirement of the earthquake fortification performance of the structure,
step 2: according to the pushover analysis method, the project structure is subjected to modeling numerical analysis to obtain the stress state and the failure mode of the project structure,
step 2.1: establishing a finite element calculation model which is suitable for analysis and has moderate calculation amount in finite element analysis software according to the parameters of the engineering project, wherein the modeling process comprises the following steps: determining model dimensions-making parts-assembling-giving material properties-determining interactions and constraints-adding initial stresses-applying loads and boundary conditions-submitting jobs,
step 2.2: selecting a plurality of pieces of representative seismic data, carrying out 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, calculating the maximum relative displacement value of the underground surface of each seismic wave obtained by analysis to obtain an average value, determining the average value as target displacement,
step 2.3: the side surface of the structure is pushed and covered by a monotonously increasing inverted triangular distribution acceleration until the structure is damaged,
and step 3: according to the pushing and covering process of the structure, the structure displacement state under each seismic fortification performance requirement is recorded,
and 4, step 4: calculating the limit value of the horizontal interlayer displacement angle of each straight wall section required by the earthquake fortification performance according to an interlayer displacement angle calculation formula,
and 5: according to a tunnel inclination angle calculation formula, calculating the tunnel inclination angle limit value of the circular vault under each requirement of the earthquake fortification performance,
step 6: selecting two points which are most easily damaged in the distribution of the structural vault and the straight wall section according to the damage form of the tunnel, calculating the relative change value limit value of the two points,
and 7: the final structural evaluation index limit value is formulated by combining the three limit values obtained in the steps 4, 5 and 6,
and 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 under each fortification level obtained in the step (2.2) so as to evaluate the seismic performance of the structure.
Further, the finite element analysis software selected in step 2.1 is ABAQUS CAE.
Further, the representative seismic data in step 2.2 are Nanjing artificial waves, EL waves and TAFT waves, the one-dimensional stratigraphic analysis software is eera, and the calculation formula of the inverted triangular distribution in step 2.3 is ai＝a0(H-Hi/H), wherein aiHorizontal equivalent inertial acceleration of the body element of the i-th layer, a0For the peak acceleration of the earth's surface, H is the total height of the model, HiThe height of the center of the layer of soil units from the ground surface.
Further, the formula of calculating the interlayer displacement angle in step 4 is θ ═ Δ U/H, where Δ U is the maximum horizontal displacement and H is the structural layer height.
Further, in the step 5, the calculation formula of the tunnel inclination angle is phi ═ delta/D, wherein delta is the relative displacement between the center point of the vault and the center point of the bottom of the tunnel, and D is the outer diameter of the circular tunnel.
Further, the two points which are distributed on the vault and the straight wall section and 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 relative change value limit value is as follows
Wherein Δ h1Is the horizontal displacement of the target point of the left arch foot,. DELTA.h2Is the horizontal displacement of the right spandrel target point, and l is the distance between the two target points.
Has the advantages that: the method constructs a comprehensive evaluation index system from separation to integration in many aspects, can be directly used for the vertical wall vault tunnel structure, and can provide more perfect scientific support for the earthquake resistance evaluation of the underground structure.
Drawings
FIG. 1 is a flowchart of example 1 of the present invention,
FIG. 2 is a diagram of a finite element model according to embodiment 1 of the present invention,
figure 3 is a function-resolved field input of example 1 of the present invention,
FIG. 4 is a graph showing the stress (MPa) at a target displacement of 0.55cm for example 1 of the present invention,
FIG. 5 is a graph showing the stress (MPa) at a target displacement of 1.33cm according to example 1 of the present invention,
FIG. 6 is a graph showing the stress (MPa) at a target displacement of 3.9cm according to example 1 of the present invention,
FIG. 7 is a graph showing the stress (MPa) at a target displacement of 7.13cm for example 1 of the present invention.
Detailed Description
The present invention is further illustrated by the following figures and specific examples, which are to be understood as illustrative only and not as limiting the scope of the invention, which is to be given the full breadth of the appended claims and any and all equivalent modifications thereof which may occur to those skilled in the art upon reading the present specification.
The present invention is further illustrated by the following examples, which are intended to be purely exemplary and are not intended to limit the scope of the invention, as various equivalent modifications of the invention will occur to those skilled in the art upon reading the present disclosure and fall within the scope of the appended claims.
The invention discloses a method for determining an earthquake resistance evaluation index of an underground vertical wall vault tunnel structure, which comprises the following steps:
step 1: investigating and collecting engineering condition data, determining the requirement of the earthquake fortification performance of the structure,
step 2: according to the pushover analysis method, the project structure is subjected to modeling numerical analysis to obtain the stress state and the failure mode of the project structure,
step 2.1: selecting the optimal finite element analysis software, particularly ABAQUS CAE, according to the parameters of the engineering project, 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 waves, EL waves and TAFT waves), carrying out 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 a maximum relative displacement value of a subsurface table of each seismic wave by using one-dimensional stratum analysis software eera, then taking an average value of all the obtained relative maximum displacement values of the subsurface, and determining the average value as target displacement,
step 2.3: the side surface of the structure is subjected to covering by using a monotonically increasing inverted triangular distribution acceleration, and the calculation formula of the inverted triangular distribution is ai＝a0(H-HiH) until the structure is destroyed, wherein aiHorizontal equivalent inertial acceleration of the body element of the i-th layer, a0For the peak acceleration of the earth's surface, H is the total height of the model, HiThe height of the center of the layer of soil units from the ground surface,
and step 3: according to the pushing and covering process of the structure, the structure displacement state under each seismic fortification performance requirement is recorded,
and 4, step 4: calculating the limit value of the horizontal interlayer displacement angle of each straight wall section required by the earthquake fortification performance according to an interlayer displacement angle calculation formula theta which is delta U/H, wherein delta U is the maximum horizontal displacement, H is the height of the structural layer,
and 5: calculating the tunnel inclination angle limit value of the circular vault under each requirement of the earthquake fortification performance according to a tunnel inclination angle calculation formula phi which is delta/D, wherein delta is the relative displacement between the central point of the vault and the central point of the bottom of the tunnel, D is the outer diameter of the circular tunnel,
step 6: according to the damage form of the tunnel, two points which are distributed on the arch crown and the straight wall section of the structure and are most easily damaged are selected, specifically the 45-degree position of the right arch shoulder and the left arch foot position, the relative change value limit value is calculated, and the relative change value limit value calculation formula is
Wherein Δ h1Is the horizontal displacement of the target point of the left arch foot,. DELTA.h2Is the horizontal displacement of the right spandrel target point, and l is the distance between the two target points.
And 7: and (4) combining the three limit values obtained in the step (4), the step (5) and the step (6) to formulate the final structural evaluation index limit value,
and 8: and (4) evaluating the structure anti-seismic performance according to the target displacement obtained in the step (2.2) and by combining the structure evaluation index limit value obtained in the step (7).
Example 1
The technical solution of the present invention will be described in detail below with reference to the earthquake-resistant performance evaluation scheme of a tunnel project with a mountain on a cloud plateau and an attached drawing, wherein the specific flow is shown in fig. 1,
step 1: the requirements of the structure on the earthquake fortification performance are determined through engineering condition investigation and data collection, as shown in table 1,
TABLE 1 seismic fortification Performance requirements of this example
Step 2: on the basis of a pushover analysis method, the project structure is subjected to modeling numerical analysis to obtain the stress state and the failure mode of the project structure, and the method specifically comprises the following steps:
step 2.1: according to the parameters of the engineering project, 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: selecting three representative seismic data Nanjing artificial waves, EL waves and TAFT waves, wherein the peak acceleration of the three waves is about 0.35g, so that amplitude modulation processing is required to reach the required peak acceleration level, the method is to multiply an adjustment coefficient on all amplitudes, the adjustment coefficient is the ratio of the target fortification level peak acceleration to the seismic wave peak acceleration, amplitude modulation is carried out according to four local fortification level peak accelerations, namely four levels of 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 seismic table under each wave is obtained, and the average target displacement of the three seismic waves under the four levels can be calculated according to the analysis results:
(1) average target displacement in multi-earthquake: 0.55cm
(2) Basic seismic mean target displacement: 1.33cm
(3) Rarely encountered seismic mean target displacement: 3.9cm
(4) Average target displacement in rare earthquakes: 7.13cm
Step 2.3: the side surface of the structure is subjected to covering by using a monotonically increasing inverted triangular distribution acceleration, and the calculation formula of the inverted triangular distribution is ai＝a0(H-HiH), which can be realized by the input mode of f (x) function analytic field in ABAQUS, loading till structure destruction, as shown in figure 3,
and step 3: according to the push-coating process of the structure, the displacement state of the structure under each performance requirement is recorded, as shown in fig. 4-7, which are the displacement and stress states of the structure under the four performance requirements of the present embodiment, fig. 4 is the stress (MPa) at the target displacement of 0.55cm of the present embodiment, fig. 5 is the stress (MPa) at the target displacement of 1.33cm of the present embodiment, fig. 6 is the stress (MPa) at the target displacement of 3.9cm of the present embodiment, fig. 7 is the stress (MPa) at the target displacement of 7.13cm of the present embodiment,
and 4, step 4: according to the interlayer displacement angle calculation formula theta ═ delta U/H, the horizontal interlayer displacement angle limit value of the straight wall section can be obtained,
and 5: according to the tunnel inclination angle calculation formula phi which is 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 of the structural vault and the straight wall section which are most easily damaged as calculation points, and according to a formula
The relative change value limit was calculated and, as shown in table 2,
table 2 concrete contents of calculation formulas of three evaluation indexes in this embodiment
And 7: the three limit values are integrated to make a final structure comprehensive evaluation index limit value table, as shown in table 3,
table 3 final structural comprehensive evaluation index limit table of this embodiment
And 8: according to the obtained target displacement state under each defense level, three indexes under each displacement state are calculated, and the evaluation index limit value is combined, so that when the target displacement reaches 0.55cm, namely the water level is frequently met by an earthquake, the structural part reaches the tensile strength for the first time, and then until the earthquake is rarely met by 7.13cm, the structure is always in the integral elastic state, part of the structural part reaches the tensile strength, the comprehensive indexes are within the limit value of performance requirements III, and the structure is slightly damaged, which shows that the straight wall and the vault of the structure have good anti-seismic performance, and the whole structure can bear the load action of most earthquakes.
The method constructs a comprehensive evaluation index system from separation to integration in many aspects, can be directly used for the vertical wall vault tunnel structure, and provides more perfect scientific support for the earthquake resistance evaluation of the underground structure.
Claims (6)
1. A method for determining earthquake resistance evaluation indexes of an underground vertical wall vault tunnel structure is characterized by comprising the following steps:
step 1: investigating and collecting engineering condition data, determining the requirement of the earthquake fortification performance of the structure,
step 2: according to the pushover analysis method, the project structure is subjected to modeling numerical analysis to obtain the stress state and the failure mode of the project structure,
step 2.1: establishing a finite element calculation model which is suitable for analysis and has moderate calculation amount in finite element analysis software according to the parameters of the engineering project, wherein the modeling process comprises the following steps: determining model dimensions-making parts-assembling-giving material properties-determining interactions and constraints-adding initial stresses-applying loads and boundary conditions-submitting jobs,
step 2.2: selecting a plurality of pieces of representative seismic data, carrying out 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, calculating the maximum relative displacement value of the underground surface of each seismic wave obtained by analysis to obtain an average value, determining the average value as target displacement,
step 2.3: the side surface of the structure is pushed and covered by a monotonously increasing inverted triangular distribution acceleration until the structure is damaged,
and step 3: according to the pushing and covering process of the structure, the structure displacement state under each seismic fortification performance requirement is recorded,
and 4, step 4: calculating the limit value of the horizontal interlayer displacement angle of each straight wall section required by the earthquake fortification performance according to an interlayer displacement angle calculation formula,
and 5: according to a tunnel inclination angle calculation formula, calculating the tunnel inclination angle limit value of the circular vault under each requirement of the earthquake fortification performance,
step 6: selecting two points which are most easily damaged in the distribution of the structural vault and the straight wall section according to the damage form of the tunnel, calculating the relative change value limit value of the two points,
and 7: the final structural evaluation index limit value is formulated by combining the three limit values obtained in the steps 4, 5 and 6,
and 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 under each fortification level obtained in the step (2.2) so as to evaluate the seismic performance of the structure.
2. The method for determining the earthquake resistance evaluation index of the underground vertical wall vault tunnel structure according to claim 1, wherein the finite element analysis software selected in step 2.1 is ABAQUS CAE.
3. The method for determining the evaluation index of the seismic performance of the underground vertical wall vault tunnel structure according to claim 1, wherein the representative seismic data in step 2.2 are Nanjing artificial waves, EL waves and TAFT waves, the one-dimensional stratum analysis software is eera, and the calculation formula of the inverted triangular distribution in step 2.3 is ai＝a0(H-Hi/H), wherein aiHorizontal equivalent inertial acceleration of the body element of the i-th layer, a0For the peak acceleration of the earth's surface, H is the total height of the model, HiThe height of the center of the layer of soil units from the ground surface.
4. The method for determining the evaluation index of the earthquake resistance of the underground vertical wall vault tunnel structure according to claim 1, wherein the formula of the calculation of the interlayer displacement angle in step 4 is θ ═ Δ U/H, where Δ U is the maximum horizontal displacement and H is the height of the structural layer.
5. The method for determining the evaluation index of the earthquake resistance of the underground vertical wall vault tunnel structure according to claim 1, wherein the calculation formula of the tunnel inclination angle in the step 5 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.
6. The method for determining the evaluation index of the seismic performance of the underground straight-wall vault tunnel structure according to claim 1, wherein the two points of the vault and the straight-wall section which are distributed most easily to be damaged in the step 6 are the position of 45 degrees of the right arch shoulder and the position of the left arch foot, and the relative change value limit value calculation formula is that
Wherein Δ h1Is the horizontal displacement of the target point of the left arch foot,. DELTA.h2Is the horizontal displacement of the right spandrel target point, and l is the distance between the two target points.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010271893.9A CN111339602B (en) | 2020-04-09 | 2020-04-09 | Method for determining earthquake resistance evaluation index of underground straight wall vault tunnel structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010271893.9A CN111339602B (en) | 2020-04-09 | 2020-04-09 | Method for determining earthquake resistance evaluation index of underground straight wall vault tunnel structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111339602A true CN111339602A (en) | 2020-06-26 |
| CN111339602B CN111339602B (en) | 2023-06-16 |
Family
ID=71184550
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010271893.9A Active CN111339602B (en) | 2020-04-09 | 2020-04-09 | Method for determining earthquake resistance evaluation index of underground straight wall vault tunnel structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111339602B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111898189A (en) * | 2020-07-31 | 2020-11-06 | 长安大学 | Underground structure seismic modeling method based on viscoelastic constitutive relation |
| CN112214825A (en) * | 2020-11-05 | 2021-01-12 | 招商局重庆交通科研设计院有限公司 | Selection method for input seismic waves with complex structure and shock resistance vulnerability |
| CN114021236A (en) * | 2021-11-04 | 2022-02-08 | 哈尔滨工业大学 | Urban subway underground station anti-seismic toughness assessment method and equipment considering subsystem association |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003132296A (en) * | 2001-10-29 | 2003-05-09 | Mitsui Constr Co Ltd | Earthquake damage predicting method for building, optimum condition determination processing method used therein and their programs |
| CN102787676A (en) * | 2011-05-20 | 2012-11-21 | 青岛理工大学 | Multi-objective performance-based aseismic design method of engineering structure |
| CN104361219A (en) * | 2014-10-31 | 2015-02-18 | 华北水利水电大学 | Method for evaluating anti-seismic property of building |
| CN104992013A (en) * | 2015-06-26 | 2015-10-21 | 陇东学院 | Mountain tunnel anti-seismic analysis method |
| CN105041331A (en) * | 2015-08-11 | 2015-11-11 | 西南石油大学 | Calculation method of anti-seismic fortified length at tunnel portal section |
| CN106049951A (en) * | 2016-05-25 | 2016-10-26 | 青岛理工大学 | Assessment method for seismic performance design of engineering structures under effect of multi-magnitude earthquakes |
| CN107122536A (en) * | 2017-04-20 | 2017-09-01 | 济南轨道交通集团有限公司 | A kind of running tunnel antidetonation method for numerical simulation |
-
2020
- 2020-04-09 CN CN202010271893.9A patent/CN111339602B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003132296A (en) * | 2001-10-29 | 2003-05-09 | Mitsui Constr Co Ltd | Earthquake damage predicting method for building, optimum condition determination processing method used therein and their programs |
| CN102787676A (en) * | 2011-05-20 | 2012-11-21 | 青岛理工大学 | Multi-objective performance-based aseismic design method of engineering structure |
| WO2012159239A1 (en) * | 2011-05-20 | 2012-11-29 | 青岛理工大学 | Multiple-objective and performance-based earthquake proof method of engineering structures |
| CN104361219A (en) * | 2014-10-31 | 2015-02-18 | 华北水利水电大学 | Method for evaluating anti-seismic property of building |
| CN104992013A (en) * | 2015-06-26 | 2015-10-21 | 陇东学院 | Mountain tunnel anti-seismic analysis method |
| CN105041331A (en) * | 2015-08-11 | 2015-11-11 | 西南石油大学 | Calculation method of anti-seismic fortified length at tunnel portal section |
| CN106049951A (en) * | 2016-05-25 | 2016-10-26 | 青岛理工大学 | Assessment method for seismic performance design of engineering structures under effect of multi-magnitude earthquakes |
| CN107122536A (en) * | 2017-04-20 | 2017-09-01 | 济南轨道交通集团有限公司 | A kind of running tunnel antidetonation method for numerical simulation |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111898189A (en) * | 2020-07-31 | 2020-11-06 | 长安大学 | Underground structure seismic modeling method based on viscoelastic constitutive relation |
| CN111898189B (en) * | 2020-07-31 | 2024-03-26 | 长安大学 | Underground structure earthquake-resistant modeling method based on viscoelastic constitutive relation |
| CN112214825A (en) * | 2020-11-05 | 2021-01-12 | 招商局重庆交通科研设计院有限公司 | Selection method for input seismic waves with complex structure and shock resistance vulnerability |
| CN112214825B (en) * | 2020-11-05 | 2022-07-05 | 招商局重庆交通科研设计院有限公司 | Selection method for input seismic waves with complex structure and shock resistance vulnerability |
| CN114021236A (en) * | 2021-11-04 | 2022-02-08 | 哈尔滨工业大学 | Urban subway underground station anti-seismic toughness assessment method and equipment considering subsystem association |
| CN114021236B (en) * | 2021-11-04 | 2022-07-01 | 哈尔滨工业大学 | Urban subway underground station anti-seismic toughness evaluation method and equipment considering subsystem association |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111339602B (en) | 2023-06-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Scarfone et al. | Assessment of dynamic soil-structure interaction effects for tall buildings: A 3D numerical approach | |
| Hatzor et al. | Dynamic stability analysis of jointed rock slopes using the DDA method: King Herod's Palace, Masada, Israel | |
| Betti et al. | Evaluation study on structural fault of a Renaissance Italian palace | |
| CN111339602A (en) | Method for determining earthquake resistance evaluation index of underground vertical wall vault tunnel structure | |
| CN110135030B (en) | Goaf earth surface subsidence prediction method | |
| López Jiménez et al. | Effect of the soil–pile–structure interaction in seismic analysis: case of liquefiable soils | |
| Fiamingo et al. | The role of soil in structure response of a building damaged by the 26 December 2018 earthquake in Italy | |
| Wang et al. | Practical applications of a nonlinear approach to analysis of earthquake-induced liquefaction and deformation of earth structures | |
| Lu | A simplified calculation method for liquefaction-induced settlement of shallow foundation | |
| Johari et al. | Stochastic nonlinear ground response analysis: A case study site in Shiraz, Iran | |
| Chow et al. | Analysis of piled raft foundations using a variational approach | |
| Chen et al. | Dynamic response characteristics of super high-rise buildings subjected to long-period ground motions | |
| Mayoral et al. | Seismic response of an urban bridge-support system in soft clay | |
| Wang et al. | Shaking table tests and numerical analysis on the seismic response of karst-crossing socketed piles in dry sandy soil foundation | |
| Qi et al. | Ground motion analysis in seasonally frozen regions | |
| Cai et al. | Numerical simulation study on lateral displacement of pile foundation and construction process under stacking loads | |
| Hosseinzadeh et al. | Shake table study of soil structure interaction effects in surface and embedded foundations | |
| Asgarian et al. | A new bracing system for improvement of seismic performance of steel jacket type offshore platforms with float-over-deck | |
| Basarah et al. | Impact of hysteretic damping on nonlinear dynamic soil-underground structure-structure interaction analyses | |
| CN113652980A (en) | Multistage energy consumption buffer system, design method and stone blocking wall structure damage monitoring method | |
| Alkahtani et al. | Bearing capacity of power transmission tower footings near cohesionless slopes | |
| CN117236141B (en) | Foundation deformation calculation method based on numerical model stress extraction | |
| Chaitanya et al. | Soil Structure Interaction Effects on RC Structures Subjected to Dynamic Loads | |
| Zhou et al. | Seismic analysis for nuclear power safety related bridge | |
| Hosseinzadeh et al. | Comparison of soil-structure interaction effects between building code requirements and shake table study |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20220505 Address after: 100000 yard 109, Beiqing Road, Haidian District, Beijing Applicant after: 23 Units of the Chinese People's Liberation Army 96901 Force Address before: 100000 yard 109, Beiqing Road, Haidian District, Beijing Applicant before: Institute of nuclear technology, rocket Army Research Institute, PLA |
|
| TA01 | Transfer of patent application right | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |