CN108875152A - A kind of tunnel tunnel face calculating method for stability considering penetration - Google Patents
A kind of tunnel tunnel face calculating method for stability considering penetration Download PDFInfo
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Abstract
The invention discloses a kind of tunnel tunnel face calculating method for stability for considering penetration.The method of the present invention mainly includes the following steps：(1) it according to parameters such as edpth of tunnel, excavation sizes, determines edpth of tunnel, excavate the geometrical relationship between size and damage envelope；(2) according to seepage flow equilibrium equation and in conjunction with numerical simulation software, average penetration in damage envelope can be obtained；(3) according to conservation of energy principle, the virtual supporting power expression formula of face is acquired；(4) Analysis of Field Geotechnical Parameters is reduced then in conjunction with Strength Reduction Method, so that virtual supporting power is zero, then reduction coefficient at this time is face stability coefficient.Method of the invention can be applied to the face stability analysis of the hypogees structure such as mining tunnel, hydraulic tunnel, subway when water level penetration considered below acts on, and provide reference for the support reinforcement of face.
Description
Technical field
The invention belongs to technical field of tunnel construction, and in particular to a kind of tunnel face face stability meter for considering penetration
Calculation method.
Background technique
There are many case to collapse because face is unstable, especially water abundant ground, reduction and seepage flow due to water
The effects of, even more exacerbate the unstability landslide of face.Nearby surrounding rock stability is current Tunnel Engineering to face, especially soft
The critical issue and core governing factor that weak reduction stage rich water tunnel and submerged tunnel construction face, increasingly cause academia
With the highest attention of engineering circles, many bases and application problem are urgently to be resolved.Therefore, the stabilization for carrying out rich water tunnel face is ground
Study carefully with important theory significance and engineering application value.Currently, it is many to the research that Shield Tunneling face is stable, mainly
Using reduction supporting pressure ratio, plasticity limit analysis upper bound method and limit equilibrium method etc.；And the stabilization of Tunneling by mining method face is ground
Study carefully and be not much, the research of especially water rich strata is seldom.
Summary of the invention
It is an object of the invention in view of the above-mentioned problems existing in the prior art, provide a kind of tunnel palm for considering penetration
Sub- face stability calculation method.
Above-mentioned purpose of the invention is realized by the following technical solutions：
The tunnel tunnel face calculating method for stability of the consideration penetration, includes the following steps：
(1) determine that surrounding rock failure body feeds through between the range of earth's surface and tunnel excavation height and each parameter of edpth of tunnel
Geometrical relationship it is as follows：
Wherein, D is tunnel excavation height；r0For the width of face top front rupture；For the internal friction angle of country rock；h
For the height for more than tunnel arch destroying body；H is edpth of tunnel, i.e. the vertical range of earth's surface to tunnel vault；lBIt is broken for country rock
Bad body feeds through to the range of earth's surface；
(2) penetration is determined by following steps：
Wherein, kx、ky、kzFor the infiltration coefficient in three directions of x, y, z；Ψ is head height function；
Formula (4) is a partial differential equation, by numerical analysis method, that is, numerical simulation software, in conjunction with the boundary condition of seepage flow,
Can be in the hope of the head height of tunnel perimeter each point, and then acquire the hydraulic gradient of each point and the size of unit permeation power：
Wherein, ix、iy、izFor the hydraulic gradient in three directions of x, y, z；γwFor the severe of water；jx、jy、 jzFor x, y, z three
The unit permeation power in a direction；
The case where for two-dimensional surface seepage flow, and all directions infiltration coefficient is identical, then formula (4), formula (5), formula (6) can be with
It is simplified as：
1. for destroyed area, the entire direction the x penetration size that is averaged is：jax=∑ jaxiAai/Aa；
1. for destroyed area, the entire direction the y penetration size that is averaged is：jay=∑ jayiAai/Aa；
2. for destroyed area, the entire direction the x penetration size that is averaged is：jbx=∑ jbxiAbi/Ab；
2. for destroyed area, the entire direction the y penetration size that is averaged is：jby=∑ jbyiAbi/Ab；
3. for destroyed area, the entire direction the x penetration size that is averaged is：jcx=∑ jcxiAci/Ac；
3. for destroyed area, the entire direction the y penetration size that is averaged is：jcy=∑ jcyiAci/Ac；
Wherein, Aa、Ab、AcFor the area of destroyed area a, b, c；AaiFor destroyed area 1. in i-th of unit area；Abi
For destroyed area 2. in i-th of unit area；AciFor destroyed area 3. in i-th of unit area；jaxi1. for destroyed area
The penetration in the interior direction i-th of unit x；jayiFor destroyed area 1. in i-th of direction unit y penetration；jbxiFor destruction area
Domain 2. in i-th of direction unit x penetration；jbyiFor destroyed area 2. in i-th of direction unit y penetration；jcxiIt is broken
Error area 3. in i-th of direction unit x penetration；jcyiFor destroyed area 3. in i-th of direction unit y penetration；
Face is by the total size of penetration：
Wherein, Jx=jaxAa+jbxAb+jcxAc, i.e. the direction x penetration；Jy=jayAa+jbyAb+jcyAc, i.e. the direction y is permeated
Power；
(3) the virtual supporting power of face is determined by following formula：
Wherein, σTFor the virtual supporting power of face；γ ' is country rock effective unit weight；D is tunnel excavation height；σsIt is super for earth's surface
It carries；C is country rock cohesion；Nγ'、Ns、NcRespectively country rock effective unit weight, earth's surface overload and country rock cohesion bearing capacity factor；Wj
For penetration working power in entire damage envelope, v0For the speed of arch collapsing body；
Nγ'、Ns、Nc、WjIt is determined respectively by following formula：
Wj=Wjax+Wjay+Wjbx+Wjby+Wjcx+Wjcy(15)；
Wherein：
Wjax=0 (16)；
Wjay=jay·v0·0.5[r0h-lB(h-H)] (17)；
Composite type 11 is to formula 21, if σT>0, expression needs supporting power, if face country rock not supporting, then can collapse；If
σT≤ 0, expression does not need supporting power, i.e. face country rock is stable；
(4) it is based on Strength Reduction Method, is enabled：
Wherein, F is reduction coefficient, i.e. the minimum buckling safety factor of tunnel tunnel face；C' is by the country rock after the reduction of F value
Cohesion,For by the country rock internal friction angle after the reduction of F value；
It (five) will be in step (4)It brings step (3) Chinese style (11) into, and enables σT=0, then：
Wherein, Nγ′' beWithCountry rock effective unit weight bearing capacity factor N afterγ', Ns' beWithGround after
Table overload bearing capacity factor Ns, Nc' beWithCountry rock cohesion bearing capacity factor N afterc；
Formula (23) is a nonlinear equation, can stablize safety by tentative calculation or programming in the hope of the minimum of tunnel tunnel face
Coefficient F；Change water level line position, then considers the face stability coefficient of penetration under available different water levels.
The present invention the advantage is that compared with existing research method：To consider that penetration judges that tunnel tunnel face is stablized
Property provides calculation method；The size of penetration suffered by face can be calculated accordingly, and can determine whether the stability of face, such as
Water level is excessively high to lead to face unstability；Or the very poor seepage flow of water in addition of country rock nature leads to face unstability etc..Of the invention
Method can also be applied to the hypogees structure such as mining tunnel, hydraulic tunnel, subway when water level penetration considered below acts on
Face stability analysis, and provide reference for the support reinforcement of face.
Detailed description of the invention
Fig. 1 is the Computing Principle schematic diagram of the method for the present invention.
In Fig. 1, D is tunnel excavation height；r0For the width of face top front rupture；For the internal friction angle of country rock；
H is the height that body is destroyed in tunnel arch or more；H is edpth of tunnel, i.e. the vertical range of earth's surface to tunnel vault；HwFor water level line
To the distance of vault；lBThe range of earth's surface is fed through to for surrounding rock failure body；σsFor earth's surface overload；σTFor the virtual supporting power of face；
1. being made of for arch caved material above face OBFG；2. shearing caved material for face front upper place logarithm, it is made of OBE；
3. being front of tunnel heading caved material, it is made of OEA；v0For the speed of arch collapsing body；vOBFor the speed of face front upper place B point
Degree；vOEFor the speed of face front upper place E point.
Fig. 2 is that numerical simulation of the embodiment of the present invention obtains pore water pressure distribution picture, unit kPa.
Fig. 3 is that numerical simulation of the embodiment of the present invention obtains the direction x hydraulic gradient picture in caved material, unit kPa.
Fig. 4 is that numerical simulation of the embodiment of the present invention obtains the direction y hydraulic gradient picture in caved material, unit kPa.
Fig. 5 is that numerical simulation of the embodiment of the present invention obtains the hydraulic gradient picture in the direction x and y direction composition in caved material,
Unit is kPa.
Fig. 6 is the graph of relation of reduction coefficient of the embodiment of the present invention and virtual supporting power.
Specific embodiment
The present invention is described in further detail with reference to the accompanying drawings and examples.
Referring to Fig. 1, this case history is certain submerged tunnel, is constructed using three benching tunnelling methods, top bar height D=4.07m,
Edpth of tunnel H=16.9m, the internal friction angle of country rockIt is 25 °, country rock cohesion c is 150kPa, and infiltration coefficient is
0.000003125m/s, country rock effective unit weight are 13kN/m3, the severe of water is 10kN/m3, distance of the water level apart from vault is Hw
=25.9m.
The tunnel tunnel face calculating method for stability of penetration is considered using the present invention, steps are as follows：
(1) determine that surrounding rock failure body feeds through between the range of earth's surface and tunnel excavation height and each parameter of edpth of tunnel
Geometrical relationship it is as follows：
Wherein, D is tunnel excavation height；r0For the width of face top front rupture；For the internal friction angle of country rock；
H is the height that body is destroyed in tunnel arch or more；H is edpth of tunnel, i.e. the vertical range of earth's surface to tunnel vault；lBIt is broken for country rock
Bad body feeds through to the range of earth's surface；
(2) penetration is determined by following steps：
Wherein, kx、ky、kzFor the infiltration coefficient in three directions of x, y, z；Ψ is head height function；
Formula (4) is a partial differential equation, by numerical analysis method, that is, numerical simulation software, in conjunction with the boundary condition of seepage flow,
Can be in the hope of the head height of tunnel perimeter each point, and then acquire the hydraulic gradient of each point and the size of unit permeation power：
Wherein, ix、iy、izFor the hydraulic gradient in three directions of x, y, z；γwFor the severe of water；jx、jy、 jzFor x, y, z three
The unit permeation power in a direction；
The case where for two-dimensional surface seepage flow, and all directions infiltration coefficient is identical, then formula (4), formula (5), formula (6) can be with
It is simplified as：
1. for destroyed area, the entire direction the x penetration size that is averaged is：jax=∑ jaxiAai/Aa；
1. for destroyed area, the entire direction the y penetration size that is averaged is：jay=∑ jayiAai/Aa；
2. for destroyed area, the entire direction the x penetration size that is averaged is：jbx=∑ jbxiAbi/Ab；
2. for destroyed area, the entire direction the y penetration size that is averaged is：jby=∑ jbyiAbi/Ab；
3. for destroyed area, the entire direction the x penetration size that is averaged is：jcx=∑ jcxiAci/Ac；
3. for destroyed area, the entire direction the y penetration size that is averaged is：jcy=∑ jcyiAci/Ac；
Wherein, Aa、Ab、AcFor the area of destroyed area a, b, c；AaiFor destroyed area 1. in i-th of unit area；Abi
For destroyed area 2. in i-th of unit area；AciFor destroyed area 3. in i-th of unit area；jaxi1. for destroyed area
The penetration in the interior direction i-th of unit x；jayiFor destroyed area 1. in i-th of direction unit y penetration；jbxiFor destruction area
Domain 2. in i-th of direction unit x penetration；jbyiFor destroyed area 2. in i-th of direction unit y penetration；jcxiIt is broken
Error area 3. in i-th of direction unit x penetration；jcyiFor destroyed area 3. in i-th of direction unit y penetration；
Face is by the total size of penetration：
Wherein, Jx=jaxAa+jbxAb+jcxAc, i.e. the direction x penetration；Jy=jayAa+jbyAb+jcyAc, i.e. the direction y is permeated
Power；
(3) the virtual supporting power of face is determined by following formula：
Wherein, σTFor the virtual supporting power of face；γ ' is country rock effective unit weight；D is tunnel excavation height；σsIt is super for earth's surface
It carries；C is country rock cohesion；Nγ'、Ns、NcRespectively country rock effective unit weight, earth's surface overload and country rock cohesion bearing capacity factor；Wj
For penetration working power in entire damage envelope, v0For the speed of arch collapsing body；
Nγ'、Ns、Nc、WjIt is determined respectively by following formula：
Wj=Wjax+Wjay+Wjbx+Wjby+Wjcx+Wjcy(15)；
Wherein：
Wjax=0 (16)；
Wjay=jay·v0·0.5[r0h-lB(h-H)] (17)；
Composite type 11 is to formula 21, if σT>0, expression needs supporting power, if face country rock not supporting, then can collapse；If
σT≤ 0, expression does not need supporting power, i.e. face country rock is stable；
(4) it is based on Strength Reduction Method, is enabled：
Wherein, F is reduction coefficient, i.e. the minimum buckling safety factor of tunnel tunnel face；C' is by the country rock after the reduction of F value
Cohesion,For by the country rock internal friction angle after the reduction of F value；
It (five) will be in step (4)It brings step (3) Chinese style (11) into, and enables σT=0, then：
Wherein, Nγ′' beWithCountry rock effective unit weight bearing capacity factor N afterγ', Ns' beWithGround after
Table overload bearing capacity factor Ns, Nc' beWithCountry rock cohesion bearing capacity factor N afterc；
Formula (23) is a nonlinear equation, can stablize safety by tentative calculation or programming in the hope of the minimum of tunnel tunnel face
Coefficient F；Change water level line position, then considers the face stability coefficient of penetration under available different water levels.
The numerical simulation of (two) obtains through the above steps pore water pressure distribution map is as shown in Fig. 2, the side x in caved material
To hydraulic gradient figure as shown in figure 3, the direction y hydraulic gradient figure is as shown in figure 4, the direction x and the direction y are closed in caved material in caved material
At hydraulic gradient figure it is as shown in Figure 5.By in step (2) to each destroyed area 1.~3. penetration average, then may be used
It obtains：
The destroyed area direction x that is 1. averaged is averaged penetration jax=-23.39kN/m3；
The destroyed area direction y that is 1. averaged is averaged penetration jay=21.54kN/m3；
The destroyed area direction x that is 2. averaged is averaged penetration jax=-29.97kN/m3；
The destroyed area direction y that is 2. averaged is averaged penetration jay=11.78kN/m3；
The destroyed area direction x that is 3. averaged is averaged penetration jax=-37.53kN/m3；
The destroyed area direction y that is 3. averaged is averaged penetration jay=7.78kN/m3。
From the above it can be seen that face is nearby based on horizontal direction penetration.
It is calculated by step (3), required supporting power σT=-264.52kPa<0, expression does not need supporting power,
I.e. face country rock is stable.Further by the Strength Reduction Method of step (4), step (5), available face is steady
Dingan County's overall coefficient is 5.99, as shown in Figure 6.
Claims (1)
1. a kind of tunnel tunnel face calculating method for stability for considering penetration, it is characterised in that include the following steps：
(1) it is several between the range of earth's surface and tunnel excavation height and each parameter of edpth of tunnel to determine that surrounding rock failure body feeds through to
What relationship is as follows：
Wherein, D is tunnel excavation height；r0For the width of face top front rupture；For the internal friction angle of country rock；H is tunnel
More than road arch destroy the height of body；H is edpth of tunnel, i.e. the vertical range of earth's surface to tunnel vault；lBFor surrounding rock failure body
Feed through to the range of earth's surface；
(2) penetration is determined by following steps：
Wherein, kx、ky、kzFor the infiltration coefficient in three directions of x, y, z；Ψ is head height function；
Formula (4) is a partial differential equation,, can be in conjunction with the boundary condition of seepage flow by numerical analysis method, that is, numerical simulation software
The head height of tunnel perimeter each point is acquired, and then acquires the hydraulic gradient of each point and the size of unit permeation power：
Wherein, ix、iy、izFor the hydraulic gradient in three directions of x, y, z；γwFor the severe of water；jx、jy、jzFor three directions of x, y, z
Unit permeation power；
The case where for two-dimensional surface seepage flow, and all directions infiltration coefficient is identical, then formula (4), formula (5), formula (6) can simplify
It is as follows：
1. for destroyed area, the entire direction the x penetration size that is averaged is：jax=∑ jaxiAai/Aa；
1. for destroyed area, the entire direction the y penetration size that is averaged is：jay=∑ jayiAai/Aa；
2. for destroyed area, the entire direction the x penetration size that is averaged is：jbx=∑ jbxiAbi/Ab；
2. for destroyed area, the entire direction the y penetration size that is averaged is：jby=∑ jbyiAbi/Ab；
3. for destroyed area, the entire direction the x penetration size that is averaged is：jcx=∑ jcxiAci/Ac；
3. for destroyed area, the entire direction the y penetration size that is averaged is：jcy=∑ jcyiAci/Ac；
Wherein, Aa、Ab、AcFor the area of destroyed area a, b, c；AaiFor destroyed area 1. in i-th of unit area；AbiIt is broken
Error area 2. in i-th of unit area；AciFor destroyed area 3. in i-th of unit area；jaxiFor destroyed area 1. in the
The penetration in the i direction unit x；jayiFor destroyed area 1. in i-th of direction unit y penetration；jbxi2. for destroyed area
The penetration in the interior direction i-th of unit x；jbyiFor destroyed area 2. in i-th of direction unit y penetration；jcxiFor destruction area
Domain 3. in i-th of direction unit x penetration；jcyiFor destroyed area 3. in i-th of direction unit y penetration；
Face is by the total size of penetration：
Wherein, Jx=jaxAa+jbxAb+jcxAc, i.e. the direction x penetration；Jy=jayAa+jbyAb+jcyAc, i.e. the direction y penetration；
(3) the virtual supporting power of face is determined by following formula：
Wherein, σTFor the virtual supporting power of face；γ ' is country rock effective unit weight；D is tunnel excavation height；σsFor earth's surface overload；c
For country rock cohesion；Nγ'、Ns、NcRespectively country rock effective unit weight, earth's surface overload and country rock cohesion bearing capacity factor；WjIt is whole
Penetration working power, v in a damage envelope0For the speed of arch collapsing body；
Nγ'、Ns、Nc、WjIt is determined respectively by following formula：
Wj=Wjax+Wjay+Wjbx+Wjby+Wjcx+Wjcy(15)；
Wherein：
Wjax=0 (16)；
Wjay=jay·v0·0.5[r0h-lB(h-H)] (17)；
Composite type 11 is to formula 21, if σT>0, expression needs supporting power, if face country rock not supporting, then can collapse；If σT≤
0, expression does not need supporting power, i.e. face country rock is stable；
(4) it is based on Strength Reduction Method, is enabled：
Wherein, F is reduction coefficient, i.e. the minimum buckling safety factor of tunnel tunnel face；C' is glutinous poly- by the country rock after the reduction of F value
Power,For by the country rock internal friction angle after the reduction of F value；
(5) by step (4) c',It brings step (3) Chinese style (11) into, and enables σT=0, then：
Wherein, Nγ′" beWithCountry rock effective unit weight bearing capacity factor N afterγ', Ns' beWithEarth's surface after is super
Carry bearing capacity factor Ns, Nc' beWithCountry rock cohesion bearing capacity factor N afterc；
Formula (23) is a nonlinear equation, can be in the hope of the minimum buckling safety factor of tunnel tunnel face by tentative calculation or programming
F；Change water level line position, then considers the face stability coefficient of penetration under available different water levels.
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| CN109740183A (en) * | 2018-12-06 | 2019-05-10 | 武汉理工大学 | Tunnel tunnel face estimation of stability model and benching tunnelling method excavation height design method |
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| CN114970122A (en) * | 2022-05-10 | 2022-08-30 | 苏州大学 | Method and system for calculating optimal support force of instability of shield tunnel driving face |
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