CN112883459B - Tunnel-landslide body-slide-resistant pile system stability coupling analysis method - Google Patents
Tunnel-landslide body-slide-resistant pile system stability coupling analysis method Download PDFInfo
- Publication number
- CN112883459B CN112883459B CN202110060085.2A CN202110060085A CN112883459B CN 112883459 B CN112883459 B CN 112883459B CN 202110060085 A CN202110060085 A CN 202110060085A CN 112883459 B CN112883459 B CN 112883459B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- stress
- analysis
- landslide
- slide
- 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.)
- Active
Links
- 238000004458 analytical method Methods 0.000 title claims abstract description 114
- 230000008878 coupling Effects 0.000 title claims abstract description 39
- 238000010168 coupling process Methods 0.000 title claims abstract description 39
- 238000005859 coupling reaction Methods 0.000 title claims abstract description 39
- 238000011161 development Methods 0.000 claims abstract description 6
- 238000004364 calculation method Methods 0.000 claims description 43
- 239000011435 rock Substances 0.000 claims description 38
- 238000006073 displacement reaction Methods 0.000 claims description 36
- 238000000034 method Methods 0.000 claims description 24
- 230000003993 interaction Effects 0.000 claims description 13
- 230000002411 adverse Effects 0.000 claims description 9
- 230000008569 process Effects 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 4
- 238000011156 evaluation Methods 0.000 claims description 4
- 238000012954 risk control Methods 0.000 claims description 4
- 238000012546 transfer Methods 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 3
- 230000005483 Hooke's law Effects 0.000 claims description 2
- 229910000831 Steel Inorganic materials 0.000 claims description 2
- 230000005540 biological transmission Effects 0.000 claims description 2
- 239000004567 concrete Substances 0.000 claims description 2
- 239000003673 groundwater Substances 0.000 claims description 2
- 239000011378 shotcrete Substances 0.000 claims description 2
- 239000011343 solid material Substances 0.000 claims description 2
- 239000010959 steel Substances 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 12
- 230000009471 action Effects 0.000 abstract description 7
- 238000013461 design Methods 0.000 abstract description 4
- 230000007246 mechanism Effects 0.000 abstract description 4
- 238000012407 engineering method Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 3
- 201000010099 disease Diseases 0.000 description 3
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 3
- 238000011835 investigation Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000001808 coupling effect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
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
- G06F2111/00—Details relating to CAD techniques
- G06F2111/10—Numerical modelling
-
- 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
- G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
-
- 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
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
A stability coupling analysis method for a tunnel-landslide body-slide pile system belongs to the field of geotechnical engineering and analysis methods. The coupling analysis method is provided, the overall stress and deformation conditions are analyzed by adopting a numerical analysis method from the aspects of overall system coordination and engineering safety, the respective stress and deformation development characteristics of the tunnel, the landslide body and the anti-slide pile are considered, the engineering safety and instability modes of the tunnel structure, the landslide body and the anti-slide pile are revealed, the inherent action mechanism of the pre-reinforced structure is judged, the structural stress and the structural deformation are used as control basis, the overall safety of the system is ensured, and the design and construction are guided.
Description
Technical Field
The invention relates to a stability coupling analysis method for a tunnel-landslide body-slide pile system, and belongs to the field of geotechnical engineering and analysis methods.
Background
Landslide refers to the phenomenon that a rock mass on a slope slides downwards along a certain weak surface or a weak belt wholly under the action of gravity for a certain reason, the evolution of the landslide is a complex action process of multi-field coupling, and different evolution stages have different deformation damage characteristics. Landslide formation is controlled by external factors such as rainfall, human activities and the like, the inside of the landslide is controlled by geological environment factors (stratum lithology, geological structure, topography and the like), different creep deformation evolution characteristics are presented under the action of internal and external factors, and the influence on tunnels in the landslide influence range at different evolution stages of a landslide body is different, so that different stress modes and deformation characteristics are presented. For geological disease sections such as tunnel passing landslide and the like, deformation reinforcement theory in engineering construction and operation processes is not recognized as a good solution for a long time, emergency measures are usually taken in a panic mode only when diseases appear in actual engineering, deep discussion of the problems of the deformation mechanism is lacking, people keep in mind that only surface deformation sections are treated, and vicious circle of 'deformation after treatment and re-reinforcement' often appears. Because of the lack of a calculation model of the system and a calculation theory related to a stress deformation mode, the interaction mode of the landslide and the tunnel is clarified, a mechanical model is built, and the development of the calculation theory is a key problem for solving the tunnel-landslide engineering disease. The construction process of the tunnel passing through the landslide body is a complex and changeable process, the deformation and construction risks in the construction cannot be comprehensively mastered and controlled by adopting a single landslide treatment scheme or a reinforcing scheme, only the analysis method of the tunnel, the landslide and the anti-slide pile is regarded as a tunnel-landslide body-anti-slide pile system, the overall stress and displacement change condition in the construction process of the tunnel passing through the landslide body can be comprehensively analyzed and mastered, the tunnel construction risks are controlled, and reasonable reinforcing measures are purposefully proposed.
Disclosure of Invention
Under the condition of interaction and mutual influence of a tunnel, a landslide body and an anti-slide pile, in order to rapidly and accurately analyze the stress and the strain of a structure and determine the stability of the structure, the coupling analysis method of the tunnel-landslide body-anti-slide pile system is to establish the tunnel-landslide body-anti-slide pile system and a physical model and an analysis method, and provides the coupling analysis method.
The tunnel-landslide body-slide pile system coupling analysis method is characterized by comprising a physical model (1), a mechanical model (2) and an evaluation method (3) of a system; the method specifically comprises the following steps:
the first step: the method comprises the steps of establishing a physical model (1) of a tunnel-landslide body-slide pile system, taking a tunnel, a landslide body and a slide pile as a whole of a structure, and considering the characteristics of the structure and the mutual interaction and interaction;
and a second step of: carrying out mechanical analysis and calculation (2.1) of a tunnel structure on the independent tunnel structure according to the mechanical model (2), and determining the internal force and deformation of the tunnel structure;
and a third step of: according to the mechanical model (2), carrying out landslide body structural mechanical analysis and calculation (2.2) on the independent landslide body structure, and determining landslide thrust of the landslide body structure;
fourth step: according to the mechanical model (2), carrying out mechanical analysis and calculation (2.3) of the anti-slide pile structure on the independent anti-slide pile structure, and determining the internal force and deformation of the anti-slide pile structure;
fifth step: carrying out finite element coupling analysis (2.4) on the tunnel-landslide body combined system according to the mechanical model (2) to obtain a total stress cloud image, a total displacement analysis cloud image, a shear stress analysis cloud image, displacement and stress cloud images in different directions and the like of the tunnel-landslide body combined system;
sixth step: carrying out finite element coupling analysis and calculation (2.5) on the tunnel-anti-slide pile system according to the mechanical model (2) to obtain a total stress cloud chart, a total displacement analysis cloud chart, a shear stress analysis cloud chart, displacement and stress cloud charts in different directions and the like of the tunnel-anti-slide pile system model system;
seventh step: carrying out finite element coupling analysis and calculation (2.6) on the tunnel-landslide body-slide pile system according to the mechanical model (2) to obtain a total stress cloud picture of the tunnel-landslide body-slide pile system model system, a total displacement analysis cloud picture, a shear stress analysis cloud picture, displacement and stress cloud pictures in different directions and the like;
eighth step: the method (3) for evaluating the stability of the tunnel-landslide-slide pile system is characterized in that the method takes deformation control as a reference in a physical model of the tunnel-landslide-slide pile system, and carries out a combination principle according to the least adverse conditions in different combination architectures of the second step to the seventh step, and the maximum deformation (the most point back) under the least adverse factor condition is obtained as a safety risk control standard under different combination conditions, so that the method is safe.
The physical model (1) of the tunnel-landslide body-slide pile system is an integral geometric model formed by combining a tunnel, a landslide body and a slide pile as independent structures according to a geometric relationship, as shown in fig. 5.
The mechanical model (2) refers to the structure in the system and the stress and strain relationship of the interaction between the structures; theoretical calculation and analysis are carried out according to constitutive relations of different structures and a combined model, wherein the theoretical calculation and analysis comprise the following steps: the method comprises the steps of (1) mechanical analysis and calculation of a tunnel structure (2.1), mechanical analysis and calculation of a landslide body structure (2.2), mechanical analysis and calculation of an anti-slide pile structure (2.3), finite element coupling analysis of a tunnel-landslide system (2.4), finite element coupling analysis and calculation of a tunnel-anti-slide pile combined system (2.5) and finite element coupling analysis and calculation of a tunnel-landslide body-anti-slide pile system (2.6).
The mechanical model (2) (comprising 2.1-2.6) is a yield criterion and boundary conditions assuming: (A) The rock mass (surrounding rock and landslide mass) is stressed and deformed elastically and plastically, namely the total strain epsilon of the material under the action of load s Is divided into elastic strain epsilon capable of recovering e And unrecoverable plastic strain epsilon p These two parts, namely: epsilon s ＝ε p +ε e The method comprises the steps of carrying out a first treatment on the surface of the (B) the mechanical properties of the material follow the Mohr-Coulomb yield criterion; (C) The reinforced steel and concrete structures are elastic bodies, obeying Hooke's law, namely that under the condition that the stress is lower than the proportion limit, the stress sigma in the solid material is in direct proportion to the strain epsilon, namely sigma=Eepsilon, wherein E is the elastic modulus; (D) The tunnel soil body and surrounding rock are isotropic, continuous and homogeneous; (E) The lining materials are all taken as elastic bodies, and the initial shotcrete and the secondary lining are considered according to a plate unit; (F) The initial stress field of the rock mass does not consider the structural stress and only considers the self-weight stress effect; (G) irrespective of the water management of groundwater and rock mass; (H) disregarding deformation of the rock mass over time.
The mechanical analysis and calculation (2.1) of the tunnel structure is to perform mechanical analysis according to the property of surrounding rock of the tunnel and the structural form of the tunnel; because the property of surrounding rocks of a tunnel and the pressure around the tunnel are main reasons for disturbance and development of surrounding rocks caused by tunnel excavation, the stress of the surrounding rocks in a certain range around the tunnel, namely the stress redistribution of the surrounding rocks, is caused after the tunnel is excavated. Surrounding rock loosening areas, plastic areas and elastic areas are formed around the cavern, and the tunnel is in an unstable state due to the existence of the loosening areas and the plastic areas, so that the worse the surrounding rock conditions are, the larger the pressure is, the larger the disturbance range is, and the larger supporting counter force is required to be provided to maintain the balance of stress until the supporting stress and the surrounding rock pressure of the tunnel are kept stable.
The stress analysis and calculation (2.1) of the tunnel structure takes a circular tunnel as an example, as shown in fig. 2, a tunnel surrounding rock and a lining structure are taken as elastic media, the original vertical stress in the stratum is P, the lateral pressure coefficient is lambda, and the tunnel inner diameter is r 0 The inner diameter of the tunnel lining is r 1 Let the compressive stress and the shear stress born by the lining structure be sigma respectively cr And iota (iota) crθ Let the radial stress at any point in the surrounding rock be sigma r Tangential stress is sigma θ The shear stress is iota rθ The displacement of any point in the surrounding rock is u r Total displacement is u cr The distance from any point to the center of the tunnel is denoted as r, the included angle between the center line of the tunnel and the horizontal axis is θ, when the tunnel lining and the grotto are assumed to be completed simultaneously, the pressure acting on the tunnel lining is elastic pressure, and due to the interaction of the surrounding rock of the tunnel and the lining structure, the surrounding rock is assumed to be in smooth contact with the lining, tangential stress acting on the outer edge of the lining is not considered, only radial stress is considered, and when r=r 1 Sigma is then cr ＝ι crθ =0; when r=r 0 Sigma is then r ＝σ cr ，u r ＝u cr ,ι rθ ＝ι crθ =0; when r= infinity, then,
the thrust analysis and calculation (2.2) of the sliding mass adopts a transfer coefficient method, as shown in fig. 3, let the remaining sliding force (sliding thrust) of the sliding block be E, the sliding force of the sliding block be T, the anti-sliding force of the sliding block be R, and the transfer coefficient be ψ, then the remaining sliding force of any sliding block i be: e (E) i ＝T i -R i +R i-1 ψ i-1 ，T i For the sliding force of any sliding block i, R i Is the anti-slip force of any sliding block i, R i-1 The anti-skid force of the adjacent slide block of the slide block i, namely the previous slide block i-1, is psi i-1 The transmission coefficient of the adjacent slide block of the slide block i, namely the previous slide block i-1;
the analysis (2.3) of the structural stress of the anti-slide pile adopts a pressure method, as shown in fig. 4, and the process has no energy loss, and is totally converted into pile side friction resistance in a positive pressure mode, and the pile side friction resistance is assumed to bear the whole landslide thrust, and the adjacent piles are arranged at the interval S, and the landslide thrust is E, and is passiveThe soil pressure is Ep, the anti-slip force is R, and the effective thrust Re born by the pile is: r is R e ＝0.5S(E-E p -R)；
The finite element coupling analysis (2.4) of the tunnel-landslide system adopts a finite element numerical analysis method to obtain a total stress cloud image, a total displacement analysis cloud image, a shear stress analysis cloud image, displacement and stress cloud images in different directions and the like of the tunnel-landslide combined system.
The finite element coupling analysis (2.5) of the tunnel-slide pile system adopts a finite element numerical analysis method to obtain a total stress cloud chart, a total displacement analysis cloud chart, a shear stress analysis cloud chart, displacement and stress cloud charts in different directions and the like of the tunnel-slide pile combined system.
The coupling analysis (2.6) of the tunnel-landslide body-slide pile system adopts a finite element numerical analysis method to obtain a total stress cloud chart, a total displacement analysis cloud chart, a shear stress analysis cloud chart, displacement and stress cloud charts in different directions and the like of the tunnel-landslide body-slide pile combined system.
The stability evaluation method (3) is characterized in that a deformation control standard is used in a tunnel-landslide body-slide pile system, a combination principle is carried out according to the least adverse conditions in different combination systems, different combination boundary conditions are comprehensively analyzed, the least adverse factors are analyzed, and then the maximum (most point back) deformation is selected for safety risk control, so that the safety risk is realized.
The invention has the advantages that:
the invention relates to a coupling analysis method for a tunnel-landslide body-slide pile system, which has the advantages that a tunnel, a landslide body and a slide pile are used as a coupling comprehensive system, the integral stress and deformation conditions are analyzed by adopting a numerical analysis method from the integral coordination and engineering safety angles of the system, the respective stress and deformation development characteristics of the tunnel, the landslide body and the slide pile are considered, the interaction between the stress and the deformation development characteristics of the tunnel, the landslide body and the slide pile is considered, the engineering safety and the instability mode of the tunnel structure, the landslide body and the slide pile are revealed, the internal action mechanism of a pre-reinforced structure is judged, the structural stress and the structural deformation are used as control basis, the integral safety of the system is ensured, and the design and the construction are guided.
The coupling analysis method of the tunnel-landslide body-slide pile system has reliable theoretical foundation, practicability and application value, and replicability and popularization.
Drawings
FIG. 1 is a block diagram of a coupling analysis method of a tunnel-landslide-slide-resistant pile system
FIG. 2 is a diagram of theoretical analysis of tunnel elasticity
FIG. 3 landslide thrust calculation analysis chart
FIG. 4 analysis chart of force of soil between slide-resistant piles
Fig. 5 physical model of tunnel-landslide-slide-resistant pile coupling system
FIG. 6 finite element coupling analysis cloud image of tunnel-landslide system
FIG. 7 finite element coupling analysis cloud image of tunnel-slide pile system
FIG. 8 is a vector diagram of finite element coupling analysis of a tunnel-landslide-slide pile system.
Detailed Description
The present invention will be further illustrated with reference to the following examples, but the present invention is not limited to the following examples.
Firstly, an analysis model considering deformation evolution characteristics of a tunnel, a landslide body and a slide-resistant pile is established, secondly, a calculation method considering the tunnel-landslide body-slide-resistant pile coupling effect is provided, the mechanical characteristics of the tunnel, the landslide body and the slide-resistant pile and the action mechanism between the tunnel, the landslide body and the slide-resistant pile are analyzed, the deformation control technology of the tunnel-landslide body-slide-resistant pile system is provided based on the most unfavorable combination principle, and the design, construction and effect evaluation of pre-reinforcement engineering are guided.
Example 1
On the basis of fully conducting investigation and geological investigation, and on-site detection and analysis, analysis and calculation are performed as follows.
Firstly, a physical model (1) of a tunnel-landslide body-slide pile system is established according to survey design data, and the tunnel, the landslide body and the slide pile are taken as a whole structure, so that characteristics of the structure are considered, and mutual interaction and mutual influence are considered.
And a second step of: and (2) carrying out mechanical analysis and calculation (2.1) on the tunnel according to the mechanical model (2), and determining the internal force and deformation of the structure.
And a third step of: and (2) carrying out mechanical analysis and calculation (2.2) on the landslide body according to the mechanical model (2), and determining landslide thrust.
Fourth step: and (3) carrying out mechanical analysis and calculation (2.3) on the slide pile according to the mechanical model (2), and determining the internal force and deformation of the structure.
Fifth step: and (3) carrying out finite element coupling analysis (2.4) on the tunnel-landslide system according to the mechanical model (2) to obtain a total stress cloud chart of the model system, a total displacement analysis cloud chart, a shear stress analysis cloud chart, displacement and stress cloud charts in different directions and the like.
Sixth step: and (2.5) carrying out finite element coupling analysis on the tunnel-slide pile system according to the mechanical model (2) to obtain a total stress cloud picture, a total displacement analysis cloud picture, a shear stress analysis cloud picture, displacement and stress cloud pictures in different directions and the like of the model system.
Seventh step: and (3) carrying out finite element coupling analysis (2.6) on the tunnel-landslide body-slide pile system according to the mechanical model (2) to obtain a total stress cloud picture, a total displacement analysis cloud picture, a shear stress analysis cloud picture, displacement and stress cloud pictures in different directions and the like of the model system.
And finally, according to calculation and analysis results, carrying out a combination principle according to the least adverse conditions in different combination systems by using a deformation control standard in a tunnel-landslide body-anti-slide pile system, and obtaining the maximum deformation (the most point back) under the least adverse factor condition as a safety risk control standard under different combination conditions, thereby achieving the aim of no loss.
Beneficial engineering applications:
in consideration of the special structural form of tunnel passing through the landslide body and the interaction among the structures, the landslide body, the anti-slide pile and the tunnel structure are used as a tunnel landslide body combined system for research, and the tunnel landslide system under the natural state and after the anti-slide pile is reinforced is subjected to numerical analysis, so that the stability coefficient, the thrust position, the sliding crack surface position, the stress strain field and the like of the tunnel landslide system are obtained, and reliable technical guarantee is provided for the determination of the tunnel construction safety and the construction method.
Studies have shown that: the tunnel outlet side slope is a stable side slope after the anti-slide pile is reinforced, the side slope stability coefficient is 1.33, under adverse conditions such as tunnel excavation and heavy rain, the maximum total stress of the side slope reaches 2500KN, the maximum settlement of the side slope is 76mm, the maximum horizontal displacement of the tunnel portal is 26mm, the maximum settlement of the tunnel vault is 40mm, the maximum settlement of the pile top is 6mm, the maximum shearing force of the pile body is 270KN/m, the maximum pile side resistance is 965KN, and the side slope and the pile body are in a safe state, and the calculated result is very consistent with the tunnel construction monitoring and measuring result.
Claims (1)
1. The tunnel-landslide body-slide pile system coupling analysis method is characterized by comprising a physical model (1), a mechanical model (2) and an evaluation method (3) of a system; the method specifically comprises the following steps:
the first step: the method comprises the steps of establishing a physical model (1) of a tunnel-landslide body-slide pile system, taking a tunnel, a landslide body and a slide pile as a whole of a structure, and considering the characteristics of the structure and the mutual interaction and interaction;
and a second step of: carrying out mechanical analysis and calculation on the tunnel structure of the independent tunnel structure according to the mechanical model (2), and determining the internal force and deformation of the tunnel structure;
and a third step of: according to the mechanical model (2), carrying out mechanical analysis and calculation on the structure of the independent landslide body, and determining landslide thrust of the landslide body structure;
fourth step: according to the mechanical model (2), carrying out mechanical analysis and calculation on the structure of the single anti-slide pile, and determining the internal force and deformation of the structure of the anti-slide pile;
fifth step: carrying out finite element coupling analysis on the tunnel-landslide body combined system according to the mechanical model (2) to obtain a total stress cloud image, a total displacement analysis cloud image, a shear stress analysis cloud image and displacement and stress cloud images in different directions of the tunnel-landslide body combined system;
sixth step: carrying out finite element coupling analysis and calculation on the tunnel-slide-resistant pile system according to the mechanical model (2) to obtain a total stress cloud chart, a total displacement analysis cloud chart, a shear stress analysis cloud chart and displacement and stress cloud charts in different directions of the tunnel-slide-resistant pile system model system;
seventh step: according to the mechanical model (2), carrying out finite element coupling analysis and calculation on the tunnel-landslide body-anti-slide pile system of the tunnel-landslide body-anti-slide pile combined system to obtain a total stress cloud picture of the tunnel-landslide body-anti-slide pile system model system, a total displacement analysis cloud picture, a shear stress analysis cloud picture and displacement and stress cloud pictures in different directions;
eighth step: the method (3) for evaluating the stability of the tunnel-landslide body-slide pile system is characterized in that the method takes deformation control as a benchmark in a physical model of the tunnel-landslide body-slide pile system, and carries out a combination principle according to the least adverse conditions in different combination architectures from the second step to the seventh step, and the maximum deformation under the least adverse factor condition is obtained as a safety risk control standard under different combination conditions, so that the method is free of loss;
the tunnel-landslide body-slide pile system physical model (1) is an integral geometric model formed by combining a tunnel, a landslide body and a slide pile into an independent structure according to a geometric relationship;
the mechanical model (2) refers to the structure in the system and the stress and strain relationship of the interaction between the structures; theoretical calculation and analysis are carried out according to constitutive relations of different structures and a combined model, wherein the theoretical calculation and analysis comprise the following steps: mechanical analysis and calculation of a tunnel structure, mechanical analysis and calculation of a landslide body structure, mechanical analysis and calculation of an anti-slide pile structure, finite element coupling analysis of a tunnel-landslide system, finite element coupling analysis and calculation of a tunnel-slide pile combined system and finite element coupling analysis and calculation of a tunnel-landslide body-slide pile system;
the mechanical model (2) is a yield criterion and boundary conditions assuming: (A) Rock and soil massBoth stress and deformation are elastoplastic, i.e. the total strain ε of the material under load s Is divided into elastic strain epsilon capable of recovering e And unrecoverable plastic strain epsilon p These two parts, namely: epsilon s ＝ε p +ε e The method comprises the steps of carrying out a first treatment on the surface of the (B) the mechanical properties of the material follow the Mohr-Coulomb yield criterion; (C) The reinforced steel and concrete structures are elastic bodies, obeying Hooke's law, namely that under the condition that the stress is lower than the proportion limit, the stress sigma in the solid material is in direct proportion to the strain epsilon, namely sigma=Eepsilon, wherein E is the elastic modulus; (D) The tunnel soil body and surrounding rock are isotropic, continuous and homogeneous; (E) The lining materials are all taken as elastic bodies, and the initial shotcrete and the secondary lining are considered according to a plate unit; (F) The initial stress field of the rock mass does not consider the structural stress and only considers the self-weight stress effect; (G) irrespective of the water management of groundwater and rock mass; (H) disregarding deformation of the rock mass over time;
the mechanical analysis and calculation of the tunnel structure are carried out according to the properties of surrounding rocks of the tunnel and the structural form of the tunnel; because the property of surrounding rocks of a tunnel and the pressure around the tunnel are main reasons for disturbance and development of surrounding rocks caused by tunnel excavation, the stress of the surrounding rocks in a certain range around the tunnel is adjusted after the tunnel is excavated, namely the stress of the surrounding rocks is redistributed; surrounding rock loosening areas, plastic areas and elastic areas are formed around the cavern, and the tunnel is in an unstable state due to the existence of the loosening areas and the plastic areas, the worse the surrounding rock conditions are, the larger the pressure is, the larger the disturbance range is, and a larger supporting counter force is required to be provided for maintaining the balance of stress until the supporting stress and the surrounding rock pressure of the tunnel are kept stable;
the mechanical analysis and calculation of the tunnel structure take a circular tunnel as an example, a tunnel surrounding rock and a lining structure are taken as elastic media, the original vertical stress in the stratum is P, the lateral pressure coefficient is lambda, and the tunnel inner diameter is r 0 The inner diameter of the tunnel lining is r 1 Let the compressive stress and the shear stress born by the lining structure be sigma respectively cr And iota (iota) crθ Let the radial stress at any point in the surrounding rock be sigma r Tangential stress is sigma θ The shear stress is iota rθ The displacement of any point in the surrounding rock is u r Total displacement ofIs u cr The distance from any point to the center of the tunnel is denoted as r, the included angle between the center line of the tunnel and the horizontal axis is θ, when the tunnel lining and the grotto are assumed to be completed simultaneously, the pressure acting on the tunnel lining is elastic pressure, and due to the interaction of the surrounding rock of the tunnel and the lining structure, the surrounding rock is assumed to be in smooth contact with the lining, tangential stress acting on the outer edge of the lining is not considered, only radial stress is considered, and when r=r 1 Sigma is then cr ＝ι crθ =0; when r=r 0 Sigma is then r ＝σ cr ，u r ＝u cr ,ι rθ ＝ι crθ =0; when r= infinity, then,
the mechanical analysis and calculation of the sliding body structure adopts a transfer coefficient method, the residual sliding force of the sliding block is E, the downward sliding force of the sliding block is T, the anti-sliding force of the sliding block is R, the transfer coefficient is psi, and the residual sliding force of any sliding block i is: e (E) i ＝T i -R i +R i-1 ψ i-1 ，T i For the sliding force of any sliding block i, R i Is the anti-slip force of any sliding block i, R i-1 The anti-skid force of the adjacent slide block of the slide block i, namely the previous slide block i-1, is psi i-1 The transmission coefficient of the adjacent slide block of the slide block i, namely the previous slide block i-1;
the structural mechanics analysis and calculation of the anti-slide pile adopts a pressure method, the landslide thrust is assumed to be transmitted to the anti-slide piles at two sides, no energy loss is generated in the process, the anti-slide pile is totally converted into pile side friction resistance in a positive pressure mode, the pile side friction resistance is assumed to bear all the landslide thrust, the distance between adjacent piles is set to be S, the landslide thrust is set to be E, the passive soil pressure is set to be Ep, and the anti-slide force is set to be R, and then the effective thrust Re born by the piles is set to be: r is R e ＝0.5S(E-E p -R)；
The finite element coupling analysis of the tunnel-landslide system is to obtain a total stress cloud chart, a total displacement analysis cloud chart, a shear stress analysis cloud chart and displacement and stress cloud charts in different directions of the tunnel-landslide combined system by adopting a finite element numerical analysis method;
the finite element coupling analysis and calculation of the tunnel-slide pile combined system adopts a finite element numerical analysis method to obtain a total stress cloud chart, a total displacement analysis cloud chart, a shear stress analysis cloud chart and displacement and stress cloud charts in different directions of the tunnel-slide pile combined system;
the finite element coupling analysis and calculation of the tunnel-landslide-slide pile system adopts a finite element numerical analysis method to obtain a total stress cloud chart, a total displacement analysis cloud chart, a shear stress analysis cloud chart and displacement and stress cloud charts in different directions of the tunnel-landslide-slide pile combined system.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110060085.2A CN112883459B (en) | 2021-01-17 | 2021-01-17 | Tunnel-landslide body-slide-resistant pile system stability coupling analysis method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110060085.2A CN112883459B (en) | 2021-01-17 | 2021-01-17 | Tunnel-landslide body-slide-resistant pile system stability coupling analysis method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112883459A CN112883459A (en) | 2021-06-01 |
| CN112883459B true CN112883459B (en) | 2024-02-23 |
Family
ID=76048709
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110060085.2A Active CN112883459B (en) | 2021-01-17 | 2021-01-17 | Tunnel-landslide body-slide-resistant pile system stability coupling analysis method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112883459B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114491737B (en) * | 2021-12-30 | 2023-07-14 | 北京市政路桥股份有限公司 | Stability mechanical analysis method of cutting masonry retaining wall |
| CN114611293B (en) * | 2022-03-12 | 2024-03-29 | 北京工业大学 | Method for calculating tunnel structure load in landslide body by combining transfer coefficient method |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20150116062A (en) * | 2014-04-04 | 2015-10-15 | (주) 한길아이티 | The linear road or tunnel construction method and the recording medium |
| CN105442620A (en) * | 2015-11-17 | 2016-03-30 | 青岛理工大学 | Optimized design method for position of slide-resistant pile of partial slippage side slope |
| CN106650118A (en) * | 2016-12-27 | 2017-05-10 | 青岛理工大学 | Optimum design method of side slope slide-resistant pile treatment parameter |
| CN107938688A (en) * | 2017-11-20 | 2018-04-20 | 云南交投集团公路建设有限公司 | One kind carries out friction pile active reinforcement means for soft rock and incompact-deposit bodies side slope |
| CN108717503A (en) * | 2018-05-25 | 2018-10-30 | 中建隧道建设有限公司 | The landslide thrust calculation methods that Anti-slide Pile undertakes under a kind of design conditions |
| CN110851898A (en) * | 2019-10-24 | 2020-02-28 | 中铁二院工程集团有限责任公司 | Landslide slide-resistant pile design method based on bridge pier deformation control |
| CN110990920A (en) * | 2019-11-25 | 2020-04-10 | 中国电建集团贵阳勘测设计研究院有限公司 | Method for calculating residual glide force of slope landslide of inclined sliding surface in anti-slide pile design |
| CN111473779A (en) * | 2020-03-17 | 2020-07-31 | 北京工业大学 | Method for identifying and monitoring deformation of landslide-tunnel system in linkage manner |
| CN111795885A (en) * | 2020-07-09 | 2020-10-20 | 中铁二院工程集团有限责任公司 | Model test system and method for interaction between tunnel and anti-skidding retaining structure in landslide |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101507333B1 (en) * | 2014-05-14 | 2015-03-31 | 숭실대학교산학협력단 | Slope Monitoring Method, System Using The Method and Recording Medium For Performing The Method |
-
2021
- 2021-01-17 CN CN202110060085.2A patent/CN112883459B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20150116062A (en) * | 2014-04-04 | 2015-10-15 | (주) 한길아이티 | The linear road or tunnel construction method and the recording medium |
| CN105442620A (en) * | 2015-11-17 | 2016-03-30 | 青岛理工大学 | Optimized design method for position of slide-resistant pile of partial slippage side slope |
| CN106650118A (en) * | 2016-12-27 | 2017-05-10 | 青岛理工大学 | Optimum design method of side slope slide-resistant pile treatment parameter |
| CN107938688A (en) * | 2017-11-20 | 2018-04-20 | 云南交投集团公路建设有限公司 | One kind carries out friction pile active reinforcement means for soft rock and incompact-deposit bodies side slope |
| CN108717503A (en) * | 2018-05-25 | 2018-10-30 | 中建隧道建设有限公司 | The landslide thrust calculation methods that Anti-slide Pile undertakes under a kind of design conditions |
| CN110851898A (en) * | 2019-10-24 | 2020-02-28 | 中铁二院工程集团有限责任公司 | Landslide slide-resistant pile design method based on bridge pier deformation control |
| CN110990920A (en) * | 2019-11-25 | 2020-04-10 | 中国电建集团贵阳勘测设计研究院有限公司 | Method for calculating residual glide force of slope landslide of inclined sliding surface in anti-slide pile design |
| CN111473779A (en) * | 2020-03-17 | 2020-07-31 | 北京工业大学 | Method for identifying and monitoring deformation of landslide-tunnel system in linkage manner |
| CN111795885A (en) * | 2020-07-09 | 2020-10-20 | 中铁二院工程集团有限责任公司 | Model test system and method for interaction between tunnel and anti-skidding retaining structure in landslide |
Non-Patent Citations (2)
| Title |
|---|
| 抗滑桩在边坡工程中的研究进展及应用;刘新荣;梁宁慧;黄金国;钟和平;;中国地质灾害与防治学报(第01期);全文 * |
| 横穿滑坡变形区隧道受力变形规律及影响因素分析;尹静;邓荣贵;钟志彬;李凯甜;孙春平;;岩石力学与工程学报(第S2期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112883459A (en) | 2021-06-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Wu et al. | Longitudinal structural modelling of shield tunnels considering shearing dislocation between segmental rings | |
| CN112883459B (en) | Tunnel-landslide body-slide-resistant pile system stability coupling analysis method | |
| Hong et al. | Base stability of multi-propped excavations in soft clay subjected to hydraulic uplift | |
| Lu et al. | Upper bound solution for the face stability of shield tunnel below the water table | |
| Schwamb et al. | Numerical modelling of a deep circular excavation at Abbey Mills in London | |
| Feng et al. | Dynamic design method for deep hard rock tunnels and its application | |
| Yang et al. | Performance of overlapped shield tunneling through an integrated physical model tests, numerical simulations and real-time field monitoring | |
| CN111475924B (en) | Unloading rock slope stability analysis method for rainfall induced deformation | |
| Kolapo et al. | An overview of slope failure in mining operations | |
| Zuo et al. | Experimental study on Inter-ring joint shearing characteristics of gas transmission shield tunnel with bent bolt and tenon | |
| Wang et al. | Three-dimensional upper bound limit analysis on the collapse of shallow soil tunnels considering roof stratification and pore water pressure | |
| Guo et al. | Analysis and prediction of nonuniform deformation in composite strata during tunnel excavation | |
| Guo et al. | Research on support method in soft rock tunnel considering the rheological characteristics of rock | |
| CN102736123A (en) | Forecasting method of ground collapse induced by constructing on upper half-section of circular shallow-buried tunnel | |
| Long et al. | Retaining wall behaviour in Dublin's estuarine deposits, Ireland | |
| Yan et al. | In situ automatic monitoring and working state assessment of inclined shafts in coal mines | |
| Zhang | Catastrophe analysis of deep tunnel above water-filled caves | |
| Feng et al. | An analytical model to predict the radial deformation of surrounding rock during shaft construction via shaft boring Machine | |
| Qiao et al. | Investigation on the scope and influence factors of surrounding rock loose circle of shallow tunnel under bias pressure: a case study | |
| Zhao et al. | Theoretical analysis of grouting reinforcement of surrounding rock with strength drop in deep chamber | |
| Li et al. | Collapse mechanism of deep tunnels with three-centered arch cross section | |
| Zhu et al. | Comparative analysis on elastic-plastic analytical methods for tunnel surrounding rocks | |
| Liu et al. | Numerical analysis and field monitoring tests on shallow tunnels under weak surrounding rock | |
| Tian et al. | Analysis of instantaneous surface settlement of tunnel construction in composite stratum based on semi-analytical method | |
| Zhou et al. | Numerical analysis of Double-O-Tube shield tunneling in Shanghai |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |