CN115017587A - Superimposed effect-based stress deformation analysis method for shallow-buried weak broken surrounding rock tunnel - Google Patents
Superimposed effect-based stress deformation analysis method for shallow-buried weak broken surrounding rock tunnel Download PDFInfo
- Publication number
- CN115017587A CN115017587A CN202210650754.6A CN202210650754A CN115017587A CN 115017587 A CN115017587 A CN 115017587A CN 202210650754 A CN202210650754 A CN 202210650754A CN 115017587 A CN115017587 A CN 115017587A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- arch
- surrounding rock
- soil
- soil layer
- 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.)
- Pending
Links
Images
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
-
- 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
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Civil Engineering (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Architecture (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a superposition effect-based stress deformation analysis method for a shallow-buried weak broken surrounding rock tunnel, which specifically comprises the following steps: acquiring relevant soil layer parameters and structural parameters in the calculation section according to the tunnel site area survey report and the tunnel design data; establishing an inverted arch-soil layer three-dimensional model of the tunnel by adopting a stratum structure method; calculating a surrounding rock fracture angle, and removing the surrounding rock within the range of the fracture angle above the tunnel; applying surrounding rock pressure and structure dead weight to arch springs at two sides in a uniformly distributed load mode to obtain tunnel arch springing settlement deformation and inverted arch internal force and deformation under a design working condition; establishing a three-dimensional model for a tunnel primary support structure by adopting a load structure method to obtain the internal force and deformation of the tunnel structure under the same surrounding rock pressure; and (4) obtaining the settlement deformation of the vault of the tunnel under the designed working condition through the superposition principle. The invention effectively solves the problem that the inverted arch inner bulge and the arch springing sink are difficult to simulate in the conventional numerical simulation analysis, and provides a numerical analysis method for tunnel deformation analysis which can not form a natural arch.
Description
Technical Field
The invention belongs to the technical field of structural design of tunnel engineering, and particularly relates to a shallow-buried weak broken surrounding rock tunnel stress deformation analysis method based on superposition effect.
Background
In the design of tunnel structure, a two-dimensional or three-dimensional finite element model is usually established by adopting numerical simulation software to analyze tunnel deformation and internal force so as to verify the rationality of a design scheme. While the conventional finite element method based on the continuous medium theory can better simulate the deformation coordination characteristic between the surrounding rock and the lining and the crushing damage process of the supporting structure when analyzing the tunnel with relatively large burial depth and good surrounding rock, the conventional finite element method based on the continuous medium theory has obvious limitation on the weak broken surrounding rock tunnel with shallow burial depth. When the buried depth is shallow, the top surrounding rock of the tunnel can not form a natural arch in the excavation process, the surrounding rock pressure calculated in the conventional stratum structure method simulation process is small, and the tunnel structure is easy to have the phenomena of sinking of arch feet at two sides and inward bulging of an inverted arch due to the poor self-stability capability of the weak and broken surrounding rock. If only a load structure method is adopted for simulation, the elastoplastic coordinated deformation and the load sharing effect between the surrounding rock and the lining are difficult to consider, and the control effect of different substrate treatment measures on the tunnel deformation is more difficult to analyze.
CN 112765864A discloses a stress deformation analysis method for simulating the excavation process of weak surrounding rocks of a tunnel. The method uses ANSYS software to establish a three-dimensional finite element analysis model, and carries out stress deformation analysis on the excavation process of the tunnel weak surrounding rock, wherein the excavation method is a three-step excavation method of reserved core soil. The method dynamically monitors the stress deformation condition of monitoring points in each excavation step through simulating each stage of the tunnel excavation process. However, when the method is used for simulating the tunnel excavation process, because the stress is released after the soil body is excavated, the bottom of the inverted arch and the arch springs are raised, which is not consistent with the deformation characteristics of the actual sinking of the arch springs and the deformation of the inverted arch inner bulging at the two sides of the shallow-buried weak broken surrounding rock tunnel, and the calculated vault sinking is smaller than the actual value, the method is not suitable for the simulation analysis of the shallow-buried weak broken surrounding rock tunnel excavation process.
Disclosure of Invention
The invention aims to overcome the defects of the existing numerical simulation method and provide a shallow-buried weak broken surrounding rock tunnel design calculation method based on superposition effect.
The purpose of the invention can be realized by the following technical scheme:
a shallow-buried weak broken surrounding rock tunnel stress deformation analysis method based on superposition effect specifically comprises the following steps:
s1, acquiring relevant soil layer parameters of the tunnel section to be analyzed according to the geological survey report of the tunnel site area;
s2, acquiring relevant structural parameters of the tunnel section to be analyzed according to the tunnel design data;
s3, calculating the fracture angle alpha of the tunnel surrounding rock, wherein the calculation expression is as follows:
in the formula (I), the compound is shown in the specification,
the angle is the internal friction angle of the tunnel surrounding rock;
s4, establishing a tunnel inverted arch-soil layer three-dimensional finite element model by adopting a stratum structure method through three-dimensional finite element numerical analysis software, removing surrounding rocks within a cracking angle alpha range above the tunnel, and giving relevant material parameters to each component of the model;
s5, calculating the vertical soil pressure P at the top of the tunnel, wherein the calculation expression is as follows:
in the formula, i is the serial number of the soil layer at the top of the tunnel from top to bottom; n is the number of soil layers at the top of the tunnel; gamma ray i The soil layer weight of the ith layer; h is i The thickness of the ith soil layer; b is a tunnel span;
s6, applying vertical soil pressure P and structure dead weight W at the top of the tunnel to arch springing at two sides in a uniformly distributed load mode, wherein the uniformly distributed load q is calculated by the following expression:
in the formula, l is the width of a single-side arch springing of the tunnel inverted arch structure;
s7, applying normal distribution load f on the fracture surfaces on the two sides, wherein the calculation expression is as follows:
in the formula, j is the serial number of the soil layer where the load calculation point is located; h is j0 Calculating the thickness of the soil layer from the top of the j layer to the point where the j layer soil is located; gamma ray j The soil layer weight of the jth layer;
s8, setting interaction among all parts, carrying out grid division after model boundary constraint, and obtaining tunnel arch springing settlement deformation y under design working condition through numerical calculation j0 And force and deformation in the inverted arch region;
s9, establishing a three-dimensional finite element model of a tunnel primary support structure by a load structure method through three-dimensional finite element numerical analysis software, and uniformly distributing a load q vertically downwards to the top of the tunnel under the action of vertical soil pressure v Applying the form to the outer surface of the arch part of the primary supporting structure and uniformly distributing the load q v The calculation expression is as follows:
in the formula, k is the load sharing ratio of the primary tunnel supporting structure;
s10, subjecting the lateral soil pressure q of the tunnel to h Applied to the outer surfaces of the primary arch part and the side wall, and the load directions are that the left side of the center line of the tunnel is horizontally rightward, the right side of the center line of the tunnel is horizontally leftward, and q is h The calculation expression of (a) is as follows:
in the formula of lambda j The pressure coefficient of the soil side of the jth layer is taken as the pressure coefficient of the soil side of the jth layer;
s11, arranging grounding springs around the tunnel primary support structure, determining the spring stiffness according to the elastic resistance coefficient of surrounding rocks, setting the interaction and other boundary constraints of each part, carrying out grid division on the model, and calculating to obtain the settlement value y of the same position of the tunnel arch springing under the same design working condition j1 At the moment, the tunnel lining, the internal force of the steel bar and the vault settlement value y d1 ；
S12, calculating the settlement difference value delta y between the arch crown and the arch foot position of the tunnel, wherein the calculation expression is as follows:
Δy＝y d1 -y j1
s13, calculating the actual settlement value y of the vault of the tunnel according to the superposition principle d0 The calculation expression is as follows:
y d0 ＝y j0 +Δy；
further, the relevant soil layer parameters comprise volume weight, internal friction angle, cohesive force, elastic modulus, Poisson ratio, lateral pressure coefficient and thickness of the soil layer in the calculation section of each soil layer.
Further, relevant structural parameters of the tunnel section comprise tunnel structure size, material parameters, tunnel burial depth, steel bars, steel arch frames, foot locking anchor rods and jet grouting pile parameters and distribution.
Further, in the tunnel invert-soil layer three-dimensional finite element model established by the stratum structure method, the soil body adopts an elastic-plastic molar coulomb constitutive model, the reinforcing steel bars, the locking pin anchor rods, the steel arch frames and the jet grouting piles adopt elastic-plastic constitutive models, and the lining adopts a concrete damage plastic constitutive model.
Further, in the three-dimensional finite element model of the tunnel primary supporting structure established by the load structure method, the steel bars and the steel arches adopt elastic-plastic constitutive models, the lining adopts a concrete damage-plastic constitutive model, and parameters of the steel arches can be converted into the concrete of the primary supporting according to the density and elastic-mold conversion algorithm during modeling.
The invention has the beneficial effects that: compared with the prior art, the invention has the following advantages:
1. the method is based on the superposition principle, adopts an analysis method combining a stratum structure method and a load structure method to analyze the stress deformation of the shallow-buried weak broken surrounding rock tunnel, overcomes the problem that the surrounding rock pressure calculated by the conventional stratum structure method is small, and solves the problem that the load structure method is difficult to consider the coordinated deformation of the surrounding rock and the lining;
2. the calculation result of the method is consistent with the phenomena of sinking of arch feet and inward bulging of an inverted arch at two sides of an actual shallow-buried weak broken surrounding rock tunnel, and the vault settlement value is closer to the actual value than the calculation result of the conventional simulation method;
3. the invention provides a new and more effective method for analyzing the influence of the tunnel substrate treatment measures on the structure stress deformation.
Drawings
FIG. 1 is a schematic flow chart of the present invention.
FIG. 2 is a design drawing of calculating a section tunnel section 1:100 in the embodiment.
Fig. 3 is a schematic diagram of an inverted arch-soil layer three-dimensional model.
Fig. 4 is a schematic diagram of a three-dimensional model of a tunnel preliminary bracing structure.
Fig. 5 is a schematic diagram of the surrounding rock pressure of the primary supporting structure of the tunnel.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments. The present embodiment is implemented on the premise of the technical solution of the present invention, and a detailed implementation manner and a specific operation process are given, but the scope of the present invention is not limited to the following embodiments.
A shallow-buried weak broken surrounding rock tunnel stress deformation analysis method based on superposition effect is disclosed, as shown in figure 1, and the specific implementation steps of the measurement method are as follows:
step S1, according to the survey report of the tunnel site area, obtaining and calculating the relevant soil layer parameters in the section, including the volume weight and the internal friction angle of each soil layer
Cohesion, modulus of elasticity, Poisson's ratioThe lateral pressure coefficient and the thickness of the soil layer in the calculation section;
s2, acquiring relevant structural parameters in the calculated section according to the tunnel design data, wherein the relevant structural parameters comprise tunnel structure size, material parameters, tunnel burial depth, reinforcing steel bars, steel arch frames, foot-locking anchor rods and jet grouting pile parameters and distribution;
step S3, calculating the fracture angle alpha of the tunnel surrounding rock, wherein the calculation expression is as follows:
s4, building a tunnel inverted arch-soil layer three-dimensional finite element model by a stratum structure method through three-dimensional finite element numerical analysis software, removing surrounding rock in a cracking angle alpha range above the tunnel, and giving relevant material parameters to each component of the model, wherein the soil body adopts an elastic-plastic molar coulomb constitutive model, reinforcing steel bars, a locking anchor rod, a steel arch frame and a jet grouting pile adopt an elastic-plastic constitutive model, and lining adopts a concrete damage plastic constitutive model;
step S5, calculating the vertical soil pressure P at the top of the tunnel, wherein the calculation expression is as follows:
in the formula, i is the serial number of the soil layer at the top of the tunnel from top to bottom; n is the number of soil layers at the top of the tunnel; gamma ray i The soil layer weight of the ith layer; h is i The thickness of the ith soil layer; b is the tunnel span;
step S6, applying the vertical soil pressure P and the structure dead weight W at the top of the tunnel to arch springs at two sides in a uniformly distributed load mode, wherein the computing expression of the uniformly distributed load q is as follows:
in the formula, l is the width of a single-side arch springing of the tunnel inverted arch structure;
step S7, applying normal distribution load f on the fracture surfaces on the two sides, wherein the calculation expression is as follows:
in the formula, j is the serial number of the soil layer where the load calculation point is located; h is j0 Calculating the thickness of the soil layer from the top of the j layer to the point where the j layer soil is located; gamma ray j The soil layer weight of the jth layer;
step S8, after interaction among all parts and model boundary constraint are set, grid division is carried out, and tunnel arch springing settlement deformation y under design working conditions is obtained through numerical calculation j0 And force and deformation in the inverted arch region;
step S9, building a three-dimensional finite element model of a tunnel primary supporting structure by a load structure method through three-dimensional finite element numerical analysis software, wherein a steel bar and a steel arch frame adopt an elastic-plastic constitutive model, a lining adopts a concrete damage-plastic constitutive model, and the top vertical soil pressure of the tunnel is uniformly loaded q in a vertically downward mode v Applying the form to the outer surface of the arch part of the primary supporting structure and uniformly distributing the load q v The calculation expression is as follows:
in the formula, k is the load sharing ratio of the primary tunnel supporting structure;
step S10, subjecting the lateral soil pressure q of the tunnel to h Applied to the outer surfaces of the primary arch part and the side wall, and the load directions are that the left side of the center line of the tunnel is horizontally rightward, the right side of the center line of the tunnel is horizontally leftward, and q is h The calculation expression of (a) is as follows:
in the formula of lambda j The pressure coefficient of the soil side of the jth layer is taken as the pressure coefficient of the soil side of the jth layer;
step S11, arranging grounding springs around the tunnel primary support structure, wherein the spring stiffness is resistant according to the elasticity of surrounding rocksDetermining force coefficient, setting interaction and other boundary constraints of each part, carrying out grid division on the model, and obtaining settlement value y of the same position of the tunnel arch springing under the same design working condition after calculation j1 At the moment, the tunnel lining, the internal force of the steel bar and the vault settlement value y d1 ；
Step S12, calculating a settlement difference Δ y between the tunnel vault and the arch springing position, where the calculation expression is as follows:
Δy＝y d1 -y j1 ；
step S13, calculating the actual settlement value y of the vault of the tunnel according to the superposition principle d0 The calculation expression is as follows:
y d0 ＝y j0 +Δy；
the following are specific embodiments:
firstly, acquiring and calculating relevant soil layer parameters in a section according to a survey report of a tunnel site area, as shown in table 1:
TABLE 1 soil layer parameters
Secondly, acquiring relevant structural parameters in the calculation section according to the tunnel design data: the size of the tunnel structure is shown in figure 2; the tunnel burial depth is 13.67 m; the steel arch frame is made of I22a I-steel, and the longitudinal distance is 60 cm; c25 concrete with the thickness of 28cm is sprayed on the preliminary bracing arch part, and the side wall is C30 cast concrete; c30 reinforced concrete secondary lining is molded on the full section, and the C30 reinforced concrete with the thickness of 50cm and the inverted arch of 78cm is formed; the rotary spraying piles are arranged in a quincunx mode, the length of two middle piles is 4m, the horizontal distance is 150cm, the longitudinal row distance is 120cm, the length of two side piles is 6m, and the horizontal distance and the longitudinal row distance are 120 cm; three locking anchor rods with the length of 6m and the diameter of 89 multiplied by 6mm are arranged at the triangular supports at the two sides of the arch springing, the parameters of the steel arch springing can be converted into the concrete of primary support according to the density and elastic modulus conversion algorithm during modeling, and the tunnel support structure parameters are as shown in a table 2:
TABLE 2 Tunnel support construction parameters
And thirdly, calculating the fracture angle alpha of the tunnel surrounding rock to be 56 degrees.
And fourthly, establishing a tunnel inverted arch-soil layer three-dimensional finite element model by adopting a stratum structure method through three-dimensional finite element numerical analysis software, removing surrounding rock within the range of a cracking angle alpha above the tunnel and endowing relevant material parameters to each component of the model as shown in the attached drawing 3, wherein the soil body adopts an elastic-plastic molar coulomb constitutive model, the reinforcing steel bars, the foot locking anchor rods and the jet grouting piles adopt an elastic-plastic constitutive model, and the lining adopts a concrete damage plastic constitutive model.
Fifthly, calculating the vertical soil pressure at the top of the tunnel
Sixthly, calculating the self weight W of the structure as 440.9kN/m, and calculating the uniformly distributed load q:
and uniformly distributing load q on arch springing at two sides.
Seventhly, calculating distributed load
And normally applied to both fracture surfaces.
Eighthly, after interaction among all parts and constraint of model boundaries are set, grid division is carried out, and settlement deformation y of tunnel arch springing under the design working condition is obtained through numerical calculation j0 Is-6.91 cm.
Building a three-dimensional finite element model of a tunnel primary supporting structure by adopting a load structure method through three-dimensional finite element numerical analysis software, wherein a steel bar and a steel arch frame adopt an elastic-plastic constitutive model, and a lining adopts a concrete damage-plastic constitutive model, as shown in the attached figure 4;
according to the actually measured contact pressure of the primary support and the secondary lining of the tunnel and the surrounding rock pressure, the load bearing ratio of the primary support is about 51%, the load bearing ratio of the primary support under the V-level surrounding rock is more than or equal to 50% in combination with the load bearing ratio of the primary support under the V-level surrounding rock given in the Highway tunnel design rule, the load bearing ratio of the primary support in the highway tunnel design specification (JTG3370.1-2018) is 20% -40%, and the load bearing ratio of the primary support structure is taken as 50% in comprehensive consideration;
calculating to obtain the uniformly distributed load q v 107.3kPa, and q is v Applied to the exterior surface of the crown of the primary support structure.
Tenthly, calculating the lateral soil pressure q of the tunnel h 3572h (Pa) is applied to the outer surfaces of the primary arch part and the side wall, the loading direction is that the left side of the center line of the tunnel is horizontally towards the right, the right side of the center line of the tunnel is horizontally towards the left, and the pressure diagram of the surrounding rock of the tunnel is shown in the attached figure 5.
Eleven, arranging grounding springs on the whole circumference of the tunnel primary support structure, wherein the rigidity of the springs is 70MPa/m, except for an inverted arch and an arch foot, arranging springs at other positions as non-linear springs which are only stressed and not pulled, simultaneously arranging interaction and other boundary constraints of all parts, as shown in figure 4, carrying out grid division on the model, and obtaining a settlement value y at the same position of the tunnel arch foot under the same design working condition after calculation j1 The settlement value y of the vault of the primary support at the moment is-0.41 cm d1 Is-0.88 cm.
Twelve, calculating the settlement difference value delta y between the arch crown and the arch foot of the tunnel as y d1 -y j1 ＝-0.47cm。
Thirteen, calculating the actual settlement value y of the vault of the tunnel according to the superposition principle d0 ＝y j0 And the + delta y is-7.38 cm, the settlement value of the primary branch vault of the tunnel in the section is actually measured to be 6-17 cm, and the calculation result of the method is in the range.
The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions that can be obtained by a person skilled in the art through logic analysis, reasoning or limited experiments based on the prior art according to the concept of the present invention should be within the protection scope of the present invention as claimed in the claims.
Claims (5)
1. A shallow-buried weak broken surrounding rock tunnel stress deformation analysis method based on superposition effect is characterized by comprising the following steps:
s1, acquiring relevant soil layer parameters of the tunnel section to be analyzed according to the geological survey report of the tunnel site area;
s2, acquiring relevant structural parameters of the tunnel section to be analyzed according to the tunnel design data;
s3, calculating the fracture angle alpha of the tunnel surrounding rock, wherein the calculation expression is as follows:
in the formula (I), the compound is shown in the specification,
the angle is the internal friction angle of the tunnel surrounding rock;
s4, establishing a tunnel inverted arch-soil layer three-dimensional finite element model by adopting a stratum structure method through three-dimensional finite element numerical analysis software, removing surrounding rocks within a cracking angle alpha range above the tunnel, and giving relevant material parameters to each component of the model;
s5, calculating the vertical soil pressure P at the top of the tunnel, wherein the calculation expression is as follows:
in the formula, i is the serial number of the soil layer at the top of the tunnel from top to bottom; n is the number of soil layers at the top of the tunnel; gamma ray i The soil layer weight of the ith layer; h is i The thickness of the ith soil layer; b is a tunnel span;
s6, applying vertical soil pressure P and structure dead weight W at the top of the tunnel to arch springing at two sides in a uniformly distributed load mode, wherein the uniformly distributed load q is calculated by the following expression:
in the formula, l is the width of a single-side arch springing of the tunnel inverted arch structure;
s7, applying normal distribution load f on the fracture surfaces on the two sides, wherein the calculation expression is as follows:
in the formula, j is the serial number of the soil layer where the load calculation point is located; h is j0 Calculating the thickness of the soil layer from the top of the j layer to the point where the j layer soil is located; gamma ray j The soil layer weight of the j layer;
s8, after interaction among all parts and constraint of model boundary are set, grid division is carried out, and settlement deformation y of tunnel arch springing under design working condition is obtained through numerical calculation j0 And force and deformation in the inverted arch area;
s9, establishing a three-dimensional finite element model of a tunnel primary support structure by a load structure method through three-dimensional finite element numerical analysis software, and uniformly distributing a load q vertically downward to the top of the tunnel under the action of vertical soil pressure v Applying the form to the outer surface of the arch part of the primary supporting structure and uniformly distributing the load q v The calculation expression is as follows:
in the formula, k is the load sharing ratio of the primary tunnel supporting structure;
s10, subjecting the lateral soil pressure q of the tunnel to h Applied to the outer surfaces of the primary arch part and the side wall, and the load directions are that the left side of the center line of the tunnel is horizontally rightward, the right side of the center line of the tunnel is horizontally leftward, and q is h The calculation expression of (c) is as follows:
in the formula of lambda j The pressure coefficient of the soil side of the jth layer is taken as the pressure coefficient of the soil side of the jth layer;
s11, arranging grounding springs around the tunnel primary support structure, determining the spring stiffness according to the elastic resistance coefficient of surrounding rocks, setting the interaction and other boundary constraints of each part, carrying out grid division on the model, and calculating to obtain the settlement value y of the same position of the tunnel arch springing under the same design working condition j1 At the moment, the tunnel lining, the internal force of the reinforcing steel bars and the vault settlement value y d1 ；
S12, calculating the settlement difference value delta y between the arch crown and the arch foot position of the tunnel, wherein the calculation expression is as follows:
Δy＝y d1 -y j1 ；
s13, calculating the actual settlement value y of the vault of the tunnel according to the superposition principle d0 The calculation expression is as follows:
y d0 ＝y j0 +Δy。
2. the superposition effect-based shallow-buried weak broken surrounding rock tunnel stress deformation analysis method according to claim 1, wherein the relevant soil layer parameters comprise volume weight, internal friction angle, cohesive force, elastic modulus, Poisson ratio, lateral pressure coefficient and calculated section internal soil layer thickness of each soil layer.
3. The superposition effect-based shallow-buried weak fractured surrounding rock tunnel stress deformation analysis method according to claim 1, wherein relevant structural parameters of the tunnel section comprise tunnel structure size, material parameters, tunnel burial depth, steel bars, steel arches, foot-locking anchor rods and jet grouting pile parameters and distribution.
4. The method for analyzing the stressed deformation of the shallow-buried weak broken surrounding rock tunnel based on the superposition effect as claimed in claim 1, wherein in the tunnel inverted arch-soil layer three-dimensional finite element model established by the stratigraphic structure method, the soil body adopts an elastic-plastic molar coulomb constitutive model, the reinforcing steel bars, the locking anchor rods and the jet grouting piles adopt an elastic-plastic constitutive model, and the lining adopts a concrete damage plastic constitutive model.
5. The method for analyzing the stressed deformation of the shallow soft broken surrounding rock tunnel based on the superposition effect as claimed in claim 1, wherein in the three-dimensional finite element model of the tunnel primary supporting structure established by the loading structure method, the steel bars adopt an elastic-plastic constitutive model, the lining adopts a concrete damage-plastic constitutive model, and parameters of the steel arch frame can be converted into the concrete of the primary supporting structure according to a density and elastic-mold conversion algorithm during modeling.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210650754.6A CN115017587A (en) | 2022-06-09 | 2022-06-09 | Superimposed effect-based stress deformation analysis method for shallow-buried weak broken surrounding rock tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210650754.6A CN115017587A (en) | 2022-06-09 | 2022-06-09 | Superimposed effect-based stress deformation analysis method for shallow-buried weak broken surrounding rock tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115017587A true CN115017587A (en) | 2022-09-06 |
Family
ID=83072564
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210650754.6A Pending CN115017587A (en) | 2022-06-09 | 2022-06-09 | Superimposed effect-based stress deformation analysis method for shallow-buried weak broken surrounding rock tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115017587A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115690354A (en) * | 2022-10-27 | 2023-02-03 | 中交第三航务工程局有限公司 | Shallow tunnel construction dynamic control method based on three-dimensional live-action numerical analysis |
| CN116579171A (en) * | 2023-05-19 | 2023-08-11 | 中铁十六局集团第二工程有限公司 | Early-stage sand pre-judging and accelerating test method and system for sand dolomite |
| CN117367302A (en) * | 2023-10-18 | 2024-01-09 | 深圳市水务工程检测有限公司 | Tunnel deformation monitoring safety early warning system and method based on three-dimensional laser scanning |
| GB2622902A (en) * | 2022-09-30 | 2024-04-03 | China Railway 20Th Bureau Group Corporation Ltd | Multi-factor quantitative analysis method for deformation of neighborhood tunnel |
-
2022
- 2022-06-09 CN CN202210650754.6A patent/CN115017587A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2622902A (en) * | 2022-09-30 | 2024-04-03 | China Railway 20Th Bureau Group Corporation Ltd | Multi-factor quantitative analysis method for deformation of neighborhood tunnel |
| CN115690354A (en) * | 2022-10-27 | 2023-02-03 | 中交第三航务工程局有限公司 | Shallow tunnel construction dynamic control method based on three-dimensional live-action numerical analysis |
| CN115690354B (en) * | 2022-10-27 | 2023-09-12 | 中交第三航务工程局有限公司 | Dynamic control method for shallow tunnel construction based on three-dimensional live-action numerical analysis |
| CN116579171A (en) * | 2023-05-19 | 2023-08-11 | 中铁十六局集团第二工程有限公司 | Early-stage sand pre-judging and accelerating test method and system for sand dolomite |
| CN116579171B (en) * | 2023-05-19 | 2024-02-27 | 中铁十六局集团第二工程有限公司 | Early-stage sand pre-judging and accelerating test method and system for sand dolomite |
| CN117367302A (en) * | 2023-10-18 | 2024-01-09 | 深圳市水务工程检测有限公司 | Tunnel deformation monitoring safety early warning system and method based on three-dimensional laser scanning |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN115017587A (en) | Superimposed effect-based stress deformation analysis method for shallow-buried weak broken surrounding rock tunnel | |
| Li et al. | Study on deformation failure mechanism and support technology of deep soft rock roadway | |
| CN107526873B (en) | Shallow tunnel surrounding rock collapse mode identification and supporting structure calculation method | |
| CN105089061B (en) | Ultra-deep foundation pit supporting method | |
| CN106499397A (en) | A kind of soft rock tunnel deformation control method that is analyzed based on rockbolt stress | |
| CN209510334U (en) | A kind of soft lower hard large cross-section tunnel bilateral hole core local method constructing structure | |
| Olivito et al. | A new multi-control-point pushover methodology for the seismic assessment of historic masonry buildings | |
| Wang et al. | Study on key technology of tunnel fabricated arch and its mechanical mechanism in the mechanized construction | |
| CN111946357B (en) | Mine method tunnel simulation construction method considering red clay unloading influence | |
| CN111485916A (en) | Single-hole four-lane highway tunnel support method and calculation method of support parameters | |
| CN111236949B (en) | Small-angle cross tunnel construction method | |
| CN114352358A (en) | Dynamic grading control method and system for large deformation of high-ground-stress deep-buried soft rock tunnel | |
| CN111485902A (en) | Tunnel construction method for side-span non-filling type deep and large karst cave section | |
| CN108119147B (en) | A kind of Soft Rock Tunnel Excavation and preliminary bracing method | |
| CN111274638A (en) | Method for improving anti-overturning safety of existing balance weight retaining wall | |
| CN105926646A (en) | Reinforcing method for swelling rock cut slope | |
| Zhu et al. | An exploration of improving the stability of mining roadways constructed in soft rock by roof cutting and stress transfer: A case study | |
| CN114075985B (en) | Waterproof layer protection method based on pressure arch, arch foot construction method and arch foot structure | |
| Li et al. | Dynamic characteristics and seismic responses of painted sculptures of Dunhuang Mogao Grottoes | |
| CN108678767A (en) | Large deformation surrounding rock tunnel is squeezed to excavate and pressure-rigidity combined supporting is allowed to design and construct method | |
| CN103388342A (en) | Composite foundation and design method thereof | |
| CN113756282A (en) | Precise grouting reinforcement method for towering-affected high-rise structure | |
| CN111985021A (en) | Safety degree analysis method for all-over joint fluid-solid coupling of shield excavation surface | |
| CN114960695A (en) | Exhibition arm type drainage anti-slide pile | |
| CN206769444U (en) | A kind of seismic hardening system of frame structure filling tensility shock-resistant component |
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 |