CN109190190A - The numerical analysis method that twin side heading method is constructed to surrouding rock stress and Influence of Displacement - Google Patents
The numerical analysis method that twin side heading method is constructed to surrouding rock stress and Influence of Displacement Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 76
- 238000006073 displacement reaction Methods 0.000 title claims abstract description 50
- 238000000034 method Methods 0.000 title claims abstract description 46
- 238000004458 analytical method Methods 0.000 title claims abstract description 16
- 238000010276 construction Methods 0.000 claims abstract description 40
- 239000002689 soil Substances 0.000 claims abstract description 39
- 238000009412 basement excavation Methods 0.000 claims abstract description 32
- 230000008859 change Effects 0.000 claims abstract description 12
- 238000004088 simulation Methods 0.000 claims abstract description 12
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 46
- 229910052742 iron Inorganic materials 0.000 claims description 23
- 229910000831 Steel Inorganic materials 0.000 claims description 17
- 239000010959 steel Substances 0.000 claims description 17
- 230000008093 supporting effect Effects 0.000 claims description 8
- 239000011378 shotcrete Substances 0.000 claims description 5
- 239000012141 concentrate Substances 0.000 claims description 3
- 238000007596 consolidation process Methods 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 238000007363 ring formation reaction Methods 0.000 claims description 3
- 238000011549 displacement method Methods 0.000 claims description 2
- 238000010586 diagram Methods 0.000 description 5
- 230000004913 activation Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000005457 optimization Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 241000272814 Anser sp. Species 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 230000003321 amplification Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000003199 nucleic acid amplification method Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
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- 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]
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- 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
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- 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
- G06F2119/06—Power analysis or power optimisation
Abstract
The present invention relates to Soft Soil Layer large cross-section tunnel double side wall pilot tunnel construction method technical fields, are a kind of numerical analysis methods that twin side heading method is constructed to surrouding rock stress and Influence of Displacement, including S1: the foundation of plane numerical model；S2: the simulation of primary stress；S3: preliminary tunnel model is established；S4: the twin side heading method construction with mid-board；S5: different phase is analyzed to the situation of change of country rock each key point stress and Influence of Displacement according to tunnel model, obtains the universal law of stress and displacement of surrounding rock variation.Twin side heading method with mid-board of the invention is more rare in the excavation of large cross-section tunnel, mid-board after gib dismounting as permanent support still can effectively limit the deformation present invention in country rock later period and provide foundation for the twin side heading method construction with mid-board, it effectively prevents by mid-board as permanent support, the deformation in country rock later period improves subway work and safety that the subway later period uses.
Description
Technical field
The present invention relates to Soft Soil Layer large cross-section tunnel double side wall pilot tunnel construction method technical fields, are a kind of twin side heading methods
It constructs to the numerical analysis method of surrouding rock stress and Influence of Displacement, full name is the twin side heading method construction with mid-board to enclosing
The numerical analysis method of rock stress and Influence of Displacement.
Background technique
In recent years, underground railway is all being built mostly in the medium above city in the whole nation.Subway engineering is generally within down town
Region, construction method is by local ground hydrogeology, environmental protection requirement, existing building and road traffic, Nai Zhishi
The factors such as work equipment and construction fund influence, and need by rationally than selection construction method, adaptation to local conditions construction.
A variety of methods based on cut and cover method, shield method, shallow burial hidden digging have been formd in the prior art.Wherein with new difficult to understand
Method is that the twin side heading method of prototype is specially adapted to that geological state is bad, tunnel cross-section span is larger, ground risk source is more
Tunnel Engineering.And traditional twin side heading method in construction period interim double side wall and just serves as a contrast shared country rock due to stressing
Stress can effectively limit the deformation of country rock during excavating, but the dismounting of interim side wall will lead to later period surrouding rock deformation again and delay
Slowly develop.
Summary of the invention
The present invention provides a kind of constructions of twin side heading method to the numerical analysis method of surrouding rock stress and Influence of Displacement, gram
The deficiency for having taken the above-mentioned prior art, when can effectively solve the double side wall pilot tunnel construction in the prior art with mid-board,
Not to the analysis method of surrouding rock stress and Influence of Displacement, there is certain security risk in work progress.
The technical scheme is that being realized by following measures: twin side heading method construction to surrouding rock stress and
The numerical analysis method of Influence of Displacement, the following steps are included:
S1: the foundation of plane numerical model；Include:
(1) foundation of soil layer geometrical model；When modeling, using Y-direction as Vertical tunnel short transverse, X-direction is horizontal hole
Wide direction is positive with reference axis forward direction, establishes geometrical model and intelligent grid division by ansys；
(2) determination of initial boundary conditions；Horizontal direction displacement is limited on both bounded sides, model bottom limits vertical position
It moves, X is respectively set on the correspondence boundary of ansys software and is displaced to Y-direction, initial value is 0；
S2: the simulation of primary stress；
S3: preliminary tunnel model is established, comprising:
(1) tunnel model is established by big cross section size；
(2) just the shotcrete of lining structure and section-steel support press unified rigidity Selecting All Parameters；
(3) double side wall and mid-board distinguish Selecting All Parameters, and wherein mid-board, section-steel support and first lining structure use line bullet
Property constitutive model；
S4: the twin side heading method construction simulation with mid-board, comprising:
(1) the excavation stage successively opens according to the excavation step on upper left, lower-left, upper right, bottom right, Core Soil, under Core Soil
Supporting is dug, and excavates all close cyclization with first branch in time every time；
(2) it tears the fashioned iron that the support stage first removes mid-board both sides open, then successively removes the fashioned iron and side wall on the left side and the right, most
Retain mid-board and peripheral lining cutting afterwards as permanent support；
S5: different phase is analyzed to the situation of change of country rock each key point stress and Influence of Displacement according to tunnel model, is obtained
The universal law of stress and displacement of surrounding rock variation out.
Here is the further optimization and/or improvements to invention technology described above scheme:
In above-mentioned S4, finite element modelling, including 12 loads steps are used when the twin side heading method with mid-board is constructed:
S41: superposition weight stress obtains model self-weight stress field；
S42: establishing complete tunnel model, including just serves as a contrast, gib, mid-board, while being superimposed weight stress, obtains
Stress and displacement cloud atlas；
S43: the excavation of upper left pilot tunnel, on the basis of back, activation institute in addition to the pilot tunnel of upper left in tunnel model
Some rock mass, the i.e. rock mass of other caverns activate the lining cutting on upper left pilot tunnel periphery, kill upper left pilot tunnel rock mass and remove upper left pilot tunnel
All supporting construction except the lining cutting of periphery；
S44: the excavation of lower-left pilot tunnel activates the periphery lining cutting of lower-left pilot tunnel on the basis of back, kills lower-left pilot tunnel
Rock mass；
S45: the excavation of upper right pilot tunnel activates the periphery lining cutting of upper right pilot tunnel on the basis of back, kills upper right pilot tunnel
Rock mass；
S46: the excavation of bottom right pilot tunnel activates the periphery lining cutting of bottom right pilot tunnel on the basis of back, kills bottom right pilot tunnel
Rock mass；
S47: the excavation on Core Soil top activates the lining cutting of Core Soil top periphery on the basis of back, kills core
The rock mass on native top；
S48: the excavation of Core Soil lower part activates the lining cutting of Core Soil lower periphery on the basis of back, kills core
The rock mass of native lower part；
S49: the foundation of mid-board activates the mid-board as permanent support structure on the basis of back；
S410: the dismounting of Shaped Steel kills the Shaped Steel as gib on the basis of back；
S411: the dismounting of levorotation steel kills all fashioned iron on the left side on the basis of back；
S412: the dismounting of right fashioned iron kills all fashioned iron on the right on the basis of back.
It further include the countermeasure obtained after analyzing Influence of Displacement and surrouding rock stress, countermeasure packet in above-mentioned S5
It includes:
(1) it is constructed with the twin side heading method with mid-board, except Core Soil is excavated, tunnel perimeter surrounding rock displacement is adjacent
Construction section variation is small, does not change；
(2) construction stage has apparent stress to concentrate arch springing, and special consolidation process is done to arch springing position.
(3) increase mid-board stress, reduce the stress of surrounding lining cutting.
Twin side heading method with mid-board of the invention is more rare in the excavation of large cross-section tunnel, gib
The deformation in country rock later period still can be effectively limited after dismounting as the mid-board of permanent support.The present invention is directed to mid-board
The digging process of twin side heading method is simulated, setting construction step, then analyze its different phase to country rock vault, arch bottom,
The situation of change that Stress displacement at left and right haunch, left and right arch springing influences finally show that the method becomes stress and displacement of surrounding rock
The universal law of change, and analyze reason.The present invention provides foundation for the twin side heading method construction with mid-board, effectively
It avoids by mid-board as permanent support, the deformation in country rock later period, improves subway work and the subway later period uses
Safety.
Detailed description of the invention
Attached drawing 1 is the double side wall pilot tunnel model and grid dividing schematic diagram that the present invention has mid-board.
Attached drawing 2 is the twin side heading method excavation-support order schematic diagram that the present invention has mid-board.
Twin side heading method mid-board of the attached drawing 3 for the present invention with mid-board establishes schematic diagram.
Attached drawing 4 is the dismounting schematic diagram of twin side heading method left-half fashioned iron of the present invention with mid-board.
Attached drawing 5 is the dismounting schematic diagram of twin side heading method right half part fashioned iron of the present invention with mid-board.
Attached drawing 6 is each key point of country rock of the present invention in each construction section Y-direction change in displacement figure.
Attached drawing 7 is each key point of country rock of the present invention in each construction section X-direction change in displacement figure.
Attached drawing 8 is each key point of country rock of the present invention in each construction section Y-direction stress variation figure.
Attached drawing 9 is each key point of country rock of the present invention in each construction section X-direction stress variation figure.
Coding in attached drawing is respectively as follows: 1 for upper left pilot tunnel, and 2 be lower-left pilot tunnel, and 3 be upper right pilot tunnel, and 4 be bottom right pilot tunnel, and 5
It is Core Soil lower part for Core Soil top, 6,7 be mid-board, and 8 be the dismounting of levorotation steel, and 9 be the dismounting of right fashioned iron.
Specific embodiment
The present invention is not limited by the following examples, can determine according to the technique and scheme of the present invention with actual conditions specific
Embodiment.
Below with reference to examples and drawings, the invention will be further described:
Embodiment 1: as shown in attached drawing 1,2,3,4,5, table 1, twin side heading method construction is to surrouding rock stress and displacement shadow
Loud numerical analysis method, the following steps are included:
S1: the foundation of plane numerical model；Include:
(1) foundation of soil layer geometrical model；When modeling, using Y-direction as Vertical tunnel short transverse, X-direction is horizontal hole
Wide direction is positive with reference axis forward direction, establishes geometrical model and intelligent grid division by ansys；
(2) determination of initial boundary conditions；Horizontal direction displacement is limited on both bounded sides, model bottom limits vertical position
It moves, X is respectively set on the correspondence boundary of ansys software and is displaced to Y-direction, initial value is 0；
S2: the simulation of primary stress；
S3: preliminary tunnel model is established, comprising:
(1) tunnel model is established by big cross section size；
(2) just the shotcrete of lining structure and section-steel support press unified rigidity Selecting All Parameters；
(3) double side wall and mid-board 7 distinguish Selecting All Parameters, and wherein mid-board 7, section-steel support and first lining structure use line
Elastic constitutive model model；
S4: the twin side heading method construction simulation with mid-board 7, comprising:
(1) the excavation stage successively opens according to the excavation step on upper left, lower-left, upper right, bottom right, Core Soil, under Core Soil
Supporting is dug, and excavates all close cyclization with first branch in time every time；
(2) it tears the fashioned iron that the support stage first removes 7 both sides of mid-board open, then successively removes the fashioned iron and side wall on the left side and the right,
Finally retain mid-board 7 and peripheral lining cutting as permanent support；
S5: different phase is analyzed to the situation of change of country rock each key point stress and Influence of Displacement according to tunnel model, is obtained
The universal law of stress and displacement of surrounding rock variation out.
The soil layer and tunnel of step (1) are due to little in long axis direction deformation in above-mentioned S1, by plane strain problems consideration
Two dimensional model is established, soil layer model is chosen according to V grade of country rock, and country rock is using solid element Plane182 and elastoplasticity DP this structure
Model, tunnel are generally 3 to 5 times of hole diameters to the coverage of country rock, can be by 5 times of diameter selection country rock sizes, mould in the present invention
The length of type is 77.23m, width 47.5m.
When modeling, Y-direction is Vertical tunnel short transverse, and X-direction is horizontal hole wide direction, establishes geometry by ansys
Model and intelligent grid division, wherein closer to the region in tunnel, the division of grid is more intensive.
In above-mentioned S2, using the settable stratum gravity of gravity order be 9.8, ansys software can assign automatically soil layer and
Supporting construction physical strength, the present invention in soil layer geometrical model due to buried depth it is shallower, horizontal stress is not considered.
In above-mentioned S3, the foundation of tunnel model establishes tunnel model by big cross section size, the shotcrete and steel arch-shelf branch just served as a contrast
Shield distinguishes Selecting All Parameters by unified rigidity Selecting All Parameters, double side wall and mid-board 7, wherein mid-board 7, gib and first lining knot
Structure uses linear elasticity constitutive model, and gib and first lining structure cell width can be 1, and 7 cell width of mid-board can be 2.
In above-mentioned S4, twin side heading method construction and excavation with mid-board 7 and tears support open and make each Stress relieving of surrounding rocks all
It is not too big, guarantee its own stabilization.Corresponding region rock element excavation simulation is killed in simulation process, activates corresponding beam element
Gunite concrete and inverted arch are simulated, the dismounting of respective beam unit simulation temporary support is killed.
It can according to actual needs, to the construction of above-mentioned twin side heading method to the numerical analysis side of surrouding rock stress and Influence of Displacement
Method makes further optimization and/or improvements:
As shown in attached drawing 1,2,3,4,5, table 1, in S4, using limited when twin side heading method construction with mid-board 7
Member simulation, including 12 load steps:
S41: superposition weight stress obtains model self-weight stress field；
S42: establishing complete tunnel model, including just serves as a contrast, gib, mid-board 7, while being superimposed weight stress, obtains
To stress and displacement cloud atlas；
The present invention can utilize the method excavation simulation step of Life-and-death element.
S43: the excavation of upper left pilot tunnel 1, on the basis of back, activation is in addition to upper left pilot tunnel 1 in tunnel model
All rock mass, the i.e. rock mass of other caverns activate the lining cutting on 1 periphery of upper left pilot tunnel, kill 1 rock mass of upper left pilot tunnel and remove upper left
All supporting construction except 1 periphery lining cutting of pilot tunnel；
S44: the excavation of lower-left pilot tunnel 2 activates the 2 periphery lining cutting of lower-left pilot tunnel on the basis of back, kills lower-left and leads
The rock mass in hole 2；
S45: the excavation of upper right pilot tunnel 3 activates the 3 periphery lining cutting of upper right pilot tunnel on the basis of back, kills upper right and leads
The rock mass in hole 3；
S46: the excavation of bottom right pilot tunnel 4 activates the 4 periphery lining cutting of bottom right pilot tunnel on the basis of back, kills bottom right and leads
The rock mass in hole 4；
S47: the excavation on Core Soil top 5 activates the 5 periphery lining cutting of Core Soil top on the basis of back, kills core
The rock mass on cubsoil top 5；
S48: the excavation of Core Soil lower part 6 activates the 6 periphery lining cutting of Core Soil lower part on the basis of back, kills core
The rock mass of cubsoil lower part 6；
S49: the foundation of mid-board 7 activates the mid-board 7 as permanent support structure on the basis of back；
S410: the dismounting of Shaped Steel kills the Shaped Steel as gib on the basis of back；
S411: the dismounting 8 of levorotation steel kills all fashioned iron on the left side on the basis of back；
After removing upper left fashioned iron, lower-left fashioned iron just no longer plays supporting role, therefore upper left fashioned iron, lower-left fashioned iron are torn open
Except unified consideration is made, this step kills all fashioned iron on the left side.
S412: the dismounting 9 of right fashioned iron kills all fashioned iron on the right on the basis of back.
As shown in attached drawing 1,2,3,4,5,6,7,8,9, in S5, further include to Influence of Displacement and surrouding rock stress analysis after,
The countermeasure obtained, countermeasure include:
(1) it is constructed with the twin side heading method with mid-board, except Core Soil is excavated, tunnel perimeter surrounding rock displacement is adjacent
Construction section variation is small, does not change；
(2) construction stage has apparent stress to concentrate arch springing, and special consolidation process is done to arch springing position.
(3) increase mid-board stress, reduce the stress of surrounding lining cutting.
For increasing the stress of mid-board 7, be conducive to the stable equilibrium of structure, but have to the strength and stiffness of mid-board 7
Very high request.
As shown in attached drawing 6,7, table 2, in S5, Influence of Displacement analysis, comprising:
S51: upper left pilot tunnel 1, which excavates, is displaced without larger impact model Y-direction, but apparent to X-direction Influence of Displacement；
S52: the excavation of lower-left pilot tunnel 2 has certain influence to the displacement of model X-direction；To the displacement of model Y-direction still without
It significantly affects；
S53: after the completion of bottom right pilot tunnel 4 excavates, the final mean annual increment movement field of model X-direction has been basically formed, but excavation pair at this time
The displacement of model Y-direction is still without too much influence；
S54: after Core Soil top 5 is excavated, significant changes occur for the displacement field of model Y-direction, i.e. tunnel vault unloads completely
Carry after big deformation can just occur, the model Y-direction final mean annual increment movement field of tunnel excavation is also molded at this time, and vault substantially under
Heavy, arch bottom protuberance is also apparent from；
S55: Core Soil lower part 6, which is excavated, only has larger impact to the deformation of the protuberance of bottom, to other Influence of Displacement of model compared with
It is small；
S56: X-direction displacement field basically forms after the completion of whole supportings, and Y-direction displacement in bottom reduces, and relative displacement increases；
S57: gib is displaced without larger impact X, Y-direction after removing, and the displacement of vault Y-direction slightly increases.
As shown in attached drawing 8,9, table 3, in S5, surrouding rock stress analysis, comprising:
S501: upper left pilot tunnel 1 excavate soil body three-phase stress change, stress difference starts to highlight, left arch springing X to stress most
Greatly, left haunch X is maximum to stress；
S502: lower-left pilot tunnel 2 excavates rear left haunch and the X of left arch springing is significantly increased to stress, and Y-direction stress is obviously reduced；
S503: the stress situation of country rock entirety and difference after left pilot drive are little after upper right pilot tunnel 3 excavates, left arch springing
X to stress slightly increase；
It here is because the oval cover ring of goose is under the influence of country rock load, vertical displacement is greater than laterally convergence, vertically answers
The degree of power release is much larger than lateral stress；
S504: model integrated stress field basically forms after bottom right pilot tunnel 4 excavates, since model two sides lateral displacement slightly increases
Greatly, left haunch and right haunch X are reduced to stress；
S505: great variety occurs for stress field after Core Soil top 5 is excavated, due to the further shape of the overall stiffness of model
At, the lateral convergence of left and right haunch is effectively limited, X is further increased to stress, and the vertical displacement of vault increased dramatically,
Vertical stress is significantly discharged, therefore Y-direction stress shows as being obviously reduced；
S506: model stress field is basicly stable after Core Soil lower part 6 is excavated, and the X of left and right arch springing is little to stress amplification, left
The X of right haunch slightly reduces to stress, and the Y-direction stress variation of vault is unobvious, and the Y-direction stress for encircleing bottom slightly reduces；
S507: model is in optimum stress state after the completion of mid-board 7 is constructed, and haunch X in left and right slightly subtracts to stress at this time
It is small, and the stress concentration phenomenon at vault arch bottom is it is obvious that Y-direction stress increased dramatically, mid-board 7 bears very big axle power；
S508: after the final form of model, i.e. gib are all removed, it is seen that vault, encircleing the X at bottom to, Y-direction stress
Increased, the Y-direction stress of left and right arch springing slightly reduces.
In above-mentioned S508, because the left and right sidewall for exiting work becomes apparent the stress concentration at vault arch bottom, simultaneously
The convergence of the left and right arch springing slightly increased causes its Y-direction stress to obtain part release, directly translates into reduction.
The above technical features constitute embodiments of the present invention, can basis with stronger adaptability and implementation result
Actual needs increases and decreases non-essential technical characteristic, to meet the needs of different situations.
The material parameter table of 1 country rock of table and tunnel support structure
| Country rock and structure | Severe/KN/m3 | Elasticity modulus/GPa | Poisson's ratio | Cohesiveness/GPa | Internal friction angle/° |
| V grade of country rock | 20 | 0.8 | 0.38 | 0.2 | 30 |
| Gib | 22 | 26.2 | 0.2 | - | - |
| Surrounding lining cutting | 25 | 27.5 | 0.2 | - | - |
| Mid-board | 30 | 36.9 | 0.32 | - | - |
Each construction portion feature key points shift value unit of 2 twin side heading method of table: mm
Each construction portion feature key points stress value unit of 3 twin side heading method of table: Kpa
Claims (3)
1. a kind of construction of twin side heading method is to the numerical analysis method of surrouding rock stress and Influence of Displacement, it is characterised in that including with
Lower step:
S1: the foundation of plane numerical model；Include:
(1) foundation of soil layer geometrical model；When modeling, using Y-direction as Vertical tunnel short transverse, X-direction is the wide side of horizontal hole
To being positive with reference axis forward direction, establish geometrical model and intelligent grid division by ansys；
(2) determination of initial boundary conditions；Horizontal direction displacement is limited on both bounded sides, model bottom limits vertical displacement,
X is respectively set on the correspondence boundary of ansys software to be displaced to Y-direction, initial value is 0；
S2: the simulation of primary stress；
S3: preliminary tunnel model is established, comprising:
(1) tunnel model is established by big cross section size；
(2) just the shotcrete of lining structure and section-steel support press unified rigidity Selecting All Parameters；
(3) double side wall and mid-board distinguish Selecting All Parameters, and wherein mid-board, section-steel support and first lining structure use linear elasticity sheet
Structure model；
S4: the twin side heading method construction simulation with mid-board, comprising:
(1) the excavation stage successively excavates branch according to the excavation step on upper left, lower-left, upper right, bottom right, Core Soil, under Core Soil
Shield, and excavate all close cyclization with first branch in time every time；
(2) it tears the fashioned iron that the support stage first removes mid-board both sides open, then successively removes the fashioned iron and side wall on the left side and the right, finally protect
Stay mid-board and peripheral lining cutting as permanent support；
S5: different phase is analyzed to the situation of change of country rock each key point stress and Influence of Displacement according to tunnel model, obtains and encloses
The universal law of rock Stress displacement variation.
The numerical analysis method to surrouding rock stress and Influence of Displacement 2. twin side heading method according to claim 1 is constructed,
It is characterized in that using finite element modelling, including 12 loads when the twin side heading method with mid-board is constructed in above-mentioned S4
Step:
S41: superposition weight stress obtains model self-weight stress field；
S42: establishing complete tunnel model, including just serves as a contrast, gib, mid-board, while being superimposed weight stress, obtains stress
With displacement cloud atlas；
S43: the excavation of upper left pilot tunnel activates all in addition to the pilot tunnel of upper left on the basis of back in tunnel model
Rock mass, the i.e. rock mass of other caverns activate the lining cutting on upper left pilot tunnel periphery, kill upper left pilot tunnel rock mass and remove upper left pilot tunnel periphery
All supporting construction except lining cutting；
S44: the excavation of lower-left pilot tunnel activates the periphery lining cutting of lower-left pilot tunnel on the basis of back, kills the rock of lower-left pilot tunnel
Body；
S45: the excavation of upper right pilot tunnel activates the periphery lining cutting of upper right pilot tunnel on the basis of back, kills the rock of upper right pilot tunnel
Body；
S46: the excavation of bottom right pilot tunnel activates the periphery lining cutting of bottom right pilot tunnel on the basis of back, kills the rock of bottom right pilot tunnel
Body；
S47: the excavation on Core Soil top activates the lining cutting of Core Soil top periphery on the basis of back, kills on Core Soil
The rock mass in portion；
S48: the excavation of Core Soil lower part activates the lining cutting of Core Soil lower periphery on the basis of back, kills under Core Soil
The rock mass in portion；
S49: the foundation of mid-board activates the mid-board as permanent support structure on the basis of back；
S410: the dismounting of Shaped Steel kills the Shaped Steel as gib on the basis of back；
S411: the dismounting of levorotation steel kills all fashioned iron on the left side on the basis of back；
S412: the dismounting of right fashioned iron kills all fashioned iron on the right on the basis of back.
3. twin side heading method construction according to claim 1 or 2 is to the numerical analysis side of surrouding rock stress and Influence of Displacement
Method, it is characterised in that further include the countermeasure obtained after analyzing Influence of Displacement and surrouding rock stress, countermeasure in S5
Include:
(1) it is constructed with the twin side heading method with mid-board, except Core Soil is excavated, tunnel perimeter surrounding rock displacement is in adjacent construction
Duan Bianhua is small, does not change；
(2) construction stage has apparent stress to concentrate arch springing, and special consolidation process is done to arch springing position.
(3) increase mid-board stress, reduce the stress of surrounding lining cutting.
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| CN110674549A (en) * | 2019-09-24 | 2020-01-10 | 中国水利水电第十四工程局有限公司 | Optimization method of tunnel temporary support dismantling scheme |
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| CN111859519A (en) * | 2020-08-03 | 2020-10-30 | 重庆交通建设(集团)有限责任公司 | Three-dimensional calculation analysis method for influence of buttress on interval tunnel and station structure |
| CN111946357A (en) * | 2020-09-14 | 2020-11-17 | 武汉市市政建设集团有限公司 | Mine method tunnel simulation construction method considering red clay unloading influence |
| CN112765864A (en) * | 2021-02-04 | 2021-05-07 | 中交四公局第五工程有限公司 | Method for analyzing stress deformation in process of simulating excavation of weak surrounding rock of tunnel |
| CN114564775A (en) * | 2022-02-14 | 2022-05-31 | 中国地质大学（北京） | Double-scale coupling numerical simulation method suitable for building tunnel above goaf |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109948294A (en) * | 2019-04-02 | 2019-06-28 | 河北省交通规划设计院 | A kind of determination method of tunnel limit displacement |
| CN109948294B (en) * | 2019-04-02 | 2022-09-27 | 河北省交通规划设计研究院有限公司 | Tunnel ultimate displacement determination method |
| CN110688696A (en) * | 2019-09-16 | 2020-01-14 | 中铁第五勘察设计院集团有限公司 | Parameter determination method and device for tunnel supporting structure |
| CN110688696B (en) * | 2019-09-16 | 2023-08-15 | 中铁第五勘察设计院集团有限公司 | Method and device for determining parameters of tunnel supporting structure |
| CN110674549A (en) * | 2019-09-24 | 2020-01-10 | 中国水利水电第十四工程局有限公司 | Optimization method of tunnel temporary support dismantling scheme |
| CN110674549B (en) * | 2019-09-24 | 2022-11-08 | 中国水利水电第十四工程局有限公司 | Optimization method of tunnel temporary support dismantling scheme |
| CN111859519A (en) * | 2020-08-03 | 2020-10-30 | 重庆交通建设(集团)有限责任公司 | Three-dimensional calculation analysis method for influence of buttress on interval tunnel and station structure |
| CN111946357A (en) * | 2020-09-14 | 2020-11-17 | 武汉市市政建设集团有限公司 | Mine method tunnel simulation construction method considering red clay unloading influence |
| CN111946357B (en) * | 2020-09-14 | 2022-03-25 | 武汉市市政建设集团有限公司 | Mine method tunnel simulation construction method considering red clay unloading influence |
| CN112765864A (en) * | 2021-02-04 | 2021-05-07 | 中交四公局第五工程有限公司 | Method for analyzing stress deformation in process of simulating excavation of weak surrounding rock of tunnel |
| CN114564775A (en) * | 2022-02-14 | 2022-05-31 | 中国地质大学（北京） | Double-scale coupling numerical simulation method suitable for building tunnel above goaf |
| CN114564775B (en) * | 2022-02-14 | 2022-10-11 | 中国地质大学（北京） | Double-scale coupling numerical simulation method suitable for building tunnel above goaf |
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Application publication date: 20190111 |