CN109707406A - A kind of method of determining tunnel rich water fault belt grouting reinforced region thickness - Google Patents
A kind of method of determining tunnel rich water fault belt grouting reinforced region thickness Download PDFInfo
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- CN109707406A CN109707406A CN201811632055.9A CN201811632055A CN109707406A CN 109707406 A CN109707406 A CN 109707406A CN 201811632055 A CN201811632055 A CN 201811632055A CN 109707406 A CN109707406 A CN 109707406A
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Abstract
A kind of method that the embodiment of the present invention discloses determining tunnel rich water fault belt grouting reinforced region thickness, is related to ground and Geological Engineering technical field, can relatively accurately determine tunnel rich water fault belt grouting reinforced region thickness.The described method includes: simulation rich water fault belt geological structures, construct finite element analysis model；Receive the conditional parameter relevant to fault belt of input；According to the conditional parameter, water yield is calculated with the first curve of grouting reinforced region thickness change relationship；According to first curve, the thickness of grouting reinforced region is determined.The present invention is suitable for the rich water fault belt grouting Reinforcement engineering practice guidance of tunnel tunnel and theoretical research.
Description
Technical field
The present invention relates to ground and Geological Engineering technical fields more particularly to a kind of determining tunnel rich water fault belt to infuse
The method for starching fixing collar thickness.
Background technique
The prominent geological disasters such as water burst and surrouding rock deformation unstability occur often for Tunnel Passing rich water belt construction, and curtain-grouting is reinforced
As the effective ways for administering tunnel rich water fault belt, it is widely used in rich water band constructing tunnel engineering.
It is that existing tunnel rich water fault belt grouting and reinforcing is administered practice have shown that, grouting reinforced region thickness is to prominent water burst
And rock deformation has important influence, for this purpose, being badly in need of a kind of method of determining grouting reinforced region thickness.
Summary of the invention
In view of this, the embodiment of the present invention provides a kind of side of determining tunnel rich water fault belt grouting reinforced region thickness
Method can relatively accurately determine tunnel rich water fault belt grouting reinforced region thickness, thus broken for tunnel rich water tomography
Broken band grouting and reinforcing, which is administered, provides Important Theoretic Foundation.
The embodiment of the present invention provides a kind of method of determining tunnel rich water fault belt grouting reinforced region thickness, including step
It is rapid:
Rich water fault belt geological structures are simulated, finite element analysis model is constructed；
Receive the conditional parameter relevant to fault belt of input；
According to the conditional parameter, water yield is calculated with the first curve of grouting reinforced region thickness change relationship；
According to first curve, the thickness of grouting reinforced region is determined.
Optionally, the conditional parameter includes: grouting reinforced region permeability, grouting reinforced region length, grouting reinforced region thickness
Angle value range and broken rock and soil band porosity；
It is described according to the conditional parameter, water yield is calculated with the first curve of grouting reinforced region thickness change relationship
Comprising steps of
A1, effective stress variation delta p is calculated according to the following formula:
Wherein,For Rock And Soil porosity；For initial porosity；ε v is volume
Strain,For the intrinsic parameter of Rock And Soil；Δ p is effective stress variable quantity；KSFor Rock And Soil permeability.
KSAccording to formulaIt calculates；Wherein, K0For original permeability；
A2, the corresponding water yield of different grouting reinforced region thickness values is calculated according to formula Q=K Δ PA/ μ L；
Wherein, the Q is that fluid passes through the flow of rock, i.e. water yield in the unit time；The K is grouting and reinforcing body
Permeability；The sectional area that A --- liquid passes through rock；μ-liquid viscosity；The length (known) of L --- grouting reinforced region；
Water yield is drawn with the change of fixing collar thickness according to the corresponding water yield of the fixing collar range of values of thickness being calculated
Change curve.
Optionally, the simulation rich water fault belt geological structures, building finite element analysis model include:
The geometrical model being made of tunnel surrounding, shear-zone, fixing collar and tunnel is constructed according to Fluid structure interaction；
The tunnel surrounding is water-saturated state, stays at left and right sides of tunnel and in the three times tunnel diameter of downside and sets country rock, institute
State tunnel diameter 12.4m；
The Rock And Soil for setting 80m thickness is stayed in tunnel upper, applies weight possessed by 100m Rock And Soil in geometrical model coboundary
Power load, and apply hydrostatic pressure possessed by condition of equivalent thickness water layer, to simulate stress of the tunnel in true stratum；
Geometrical model cross section width is 86.8m, is highly 120.91m, grouting reinforced region is with a thickness of d, the mould
Type vertical section length is 150m, and shear-zone is located at the centre of two sides country rock, tomography thickness 50m, 85 ° of co-hade；Curtain-grouting
Fixing collar length is 30m, and fixing collar, which is set to tunnel, to be entered at tomography, after tunnel is excavated to certain depth in fixing collar
Stop excavating, stays and set certain thickness curtain-grouting body as the protrusion-dispelling body for preventing the prominent mud of gushing water from occurring；
The geometrical model is taken to establish finite element analysis model along tunnel center line side；
By the plane of symmetry at tunnel center, seepage flow and stress symmetrical border are being set；
Hydraulic pressure is set on model top and crustal stress loads boundary, the crustal stress is 2MPa, and water pressure size is 1MPa；
Boundary is supported in other the three boundary setting rollers of model surrounding other than symmetrical border, limits the boundary
Horizontal displacement is 0, while setting no flow boundary for the boundary, and the flux on underground water boundary at three is 0；
Fixed boundary is set by model lower boundary, as the benchmark that entire model calculates, while lower boundary is set as nothing
Flow boundary, underground water are 0 in the flux of lower boundary；
Seepage flow free discharge boundary and Free Transform boundary are set by tunnel excavation contoured surface and face.
Optionally, the grouting reinforced region permeability variation range is 1.5 × 10-13~3 × 10-15m2, springform quantitative change
Change range is 2.4GPa~30GPa, and fixing collar thickness value d range is 1m~16m.
The method of determining tunnel rich water fault belt grouting reinforced region thickness provided in an embodiment of the present invention, passes through building
Finite element analysis model can input conditional parameter relevant to fault belt according to user, and water yield is with grouting reinforced region
First curve of thickness change relationship, and according to the curve, it can relatively accurately determine tunnel rich water fault belt
The optimum thickness of grouting reinforced region, to provide Important Theoretic Foundation for the improvement of tunnel rich water fault belt grouting and reinforcing.
Detailed description of the invention
In order to more clearly explain the embodiment of the invention or the technical proposal in the existing technology, to embodiment or will show below
There is attached drawing needed in technical description to be briefly described, it should be apparent that, the accompanying drawings in the following description is only this
Some embodiments of invention for those of ordinary skill in the art without creative efforts, can be with
Other attached drawings are obtained according to these attached drawings.
Fig. 1 is that the one embodiment process of determination method of tunnel rich water fault belt grouting reinforced region thickness of the present invention is illustrated
Figure；
Fig. 2 is water yield in the embodiment of the present invention with the first curve graph of grouting reinforced region thickness change；
Fig. 3 is tunnel top settling amount in the embodiment of the present invention with the second curve graph of grouting reinforced region thickness change；
Fig. 4 is the geometrical model structure that tunnel surrounding, shear-zone, fixing collar and tunnel composition are simulated in the embodiment of the present invention
Schematic diagram；
Fig. 5 is a finite element analysis model structural schematic diagram in the embodiment of the present invention；
Fig. 6 is the corresponding slip casting of a grouting reinforced region thickness shown in finite element analysis model in the embodiment of the present invention
Effect picture；
Fig. 7 is tunnel top settling amount in the embodiment of the present invention with grouting reinforced region thickness change third curve graph.
Specific embodiment
The embodiment of the present invention is described in detail with reference to the accompanying drawing.
It will be appreciated that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.Base
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts it is all its
Its embodiment, shall fall within the protection scope of the present invention.
Referring to shown in Fig. 1 and Fig. 2, the embodiment of the present invention provides a kind of determining tunnel rich water fault belt grouting reinforced region
The method of thickness is suitable for administering progress theory analysis and practical advice to tunnel rich water fault belt grouting and reinforcing, described
Grouting reinforced region thickness refers to optimal grouting reinforced region thickness；Comprising steps of
101, rich water fault belt geological structures are simulated, finite element analysis model is constructed.
In the present embodiment, by simulating rich water fault belt geological structures, finite element analysis model is constructed, it can be in order to
Theory analysis is carried out to rich water fault belt grouting and reinforcing or instructs grouting and reinforcing engineering practice.
Referring to shown in Fig. 4 and Fig. 5, as an alternative embodiment, the simulation rich water fault belt geological structures are constructed
Finite element analysis model comprising steps of
The geometrical model being made of tunnel surrounding, shear-zone, fixing collar and tunnel is constructed according to Fluid structure interaction；It is described
Tunnel surrounding is water-saturated state, to simulate tunnel rich water geological structure；At left and right sides of tunnel and in the three times tunnel diameter of downside
It stays and sets country rock, the tunnel diameter 12.4m；
The Fluid structure interaction refers to the interaction between fluid and solid or other two-phase mediums, and deformable solid exists
It can be deformed or move under fluid-load effect, the deformation or movement of solid influence fluid motion again in turn, to change
The distribution and size of fluid-load.There is also this fluid structurecoupling phenomenons in true rich water fault belt geological structure, originally
Innovation and creation according to this scientific discovery, be applied to the scene specifically to grouting reinforced region Thickness Analysis or determination
In, construct finite element analysis model, can real simulation tunnel rich water geological structure excavation in geological environment, to be
It is accurate to determine that grouting reinforced region thickness provides reliable analysis model.
The Rock And Soil for setting 80m thickness is stayed in tunnel upper, applies weight possessed by 100m Rock And Soil in geometrical model coboundary
Power load, and apply hydrostatic pressure possessed by condition of equivalent thickness water layer, to simulate stress of the tunnel in true stratum；
Geometrical model cross section width is 86.8m, is highly 120.91m, grouting reinforced region is with a thickness of d, the mould
Type vertical section length is 150m, and shear-zone is located at the centre of two sides country rock, tomography thickness 50m, 85 ° of co-hade；Curtain-grouting
Fixing collar length is 30m, and fixing collar, which is set to tunnel, to be entered at tomography, after tunnel is excavated to certain depth in fixing collar
Stop excavating, stays and set certain thickness curtain-grouting body as the protrusion-dispelling body for preventing the prominent mud of gushing water from occurring；Take the geometry mould
Type establishes finite element analysis model along tunnel center line side；
It is understood that tunnel surrounding and tomography seepage field, stress field, displacement field are about erecting by tunnel center line
Straight plane is symmetrical, thus, it is possible to only carry out finite element analysis to geometrical model side in finite element analysis.
By the plane of symmetry at tunnel center, seepage flow and stress symmetrical border are being set；Hydraulic pressure is set on model top and ground is answered
Power loads boundary, and the crustal stress is 2MPa, and water pressure size is 1MPa；
Boundary is supported in other the three boundary setting rollers of model surrounding other than symmetrical border, limits the boundary
Horizontal displacement is 0, while setting no flow boundary for the boundary, and the flux on underground water boundary at three is 0；
Fixed boundary is set by model lower boundary, as the benchmark that entire model calculates, while lower boundary is set as nothing
Flow boundary, underground water are 0 in the flux of lower boundary；Seepage flow free discharge side is set by tunnel excavation contoured surface and face
Boundary and Free Transform boundary.
It is understood that pore water pressure is zero at tunnel excavation contoured surface and face, also do not become by outer power limit
Shape, therefore, it is seepage flow free discharge boundary and Free Transform boundary that the boundary, which is arranged,.
The finite element analysis model constructed in the present embodiment, can real simulation tunnel rich water geological structure excavation in
Geological environment, to determine that grouting reinforced region thickness establishes reliable analysis foundation to be accurate.
102, the conditional parameter relevant to fault belt of input is received.
In the present embodiment, the conditional parameter includes: grouting reinforced region permeability, grouting reinforced region length, grouting and reinforcing
Enclose range of values of thickness and broken rock and soil band porosity；The grouting reinforced region thickness value can select one according to engineering experience
Numberical range, the object of the invention is to determine best grouting reinforced region thickness from these values, in addition, grouting reinforced region seeps
Saturating rate corresponds to that different its value of grouting reinforced region thickness value are also different, and parameter here is all known variable, passes through input
Different variate-value, it can be deduced that one group of data.
As an alternative embodiment, the grouting reinforced region permeability variation range is 1.5 × 10-13~3 × 10-15m2,
Elastic modulus change range is 2.4GPa~30GPa, and fixing collar thickness value d range is 1m~16m.
103, according to the conditional parameter, water yield is calculated with the first curve of grouting reinforced region thickness change relationship.
It is described according to the conditional parameter as an alternative embodiment in the present embodiment, water yield is calculated with slip casting
First curve of fixing collar thickness change relationship comprising steps of
A1, effective stress variation delta p is calculated according to the following formula:
Wherein,For Rock And Soil porosity；For initial porosity；ε v is volume
Strain,For the intrinsic parameter of Rock And Soil；Δ p is effective stress variable quantity；KSFor Rock And Soil permeability.
KSAccording to formulaIt calculates；Wherein, K0For original permeability；
A2, the corresponding water yield of different grouting reinforced region thickness values is calculated according to formula Q=K Δ PA/ μ L；
Wherein, the Q is that fluid passes through the flow of rock, i.e. water yield in the unit time；The K in step A2 is note
Starch the permeability of reinforcing body；The sectional area (known) that A --- liquid passes through rock；μ-liquid viscosity (cohesive strength)；L——
The length (known) of grouting reinforced region；
A3, water yield is drawn with fixing collar thickness according to the corresponding water yield of the fixing collar range of values of thickness being calculated
Change curve.
In the present embodiment, Rock And Soil includes country rock and fault belt, and in particular to when country rock and tomography energy crushed zone, this
In some calculating parameter values for being related to referring to table 1:
Table 1
104, according to first curve, the thickness of grouting reinforced region is determined.
In the present embodiment, according to the preferred one group of grouting reinforced region parameter value such as table 2 of engineering experience:
Table 2
By taking the grouting reinforced region parameter provided in table 2 as an example, obtained water yield is with grouting reinforced region thickness change relationship
The first curve referring to shown in Fig. 2, Tunnel Seepage is gradually reduced, grouting reinforced region with the increase of grouting reinforced region thickness
Thickness increase is conducive to the increase of tunnel impermeability, can prevent Tunnel Gushing disaster, but when grouting reinforced region thickness is bigger
When, influence of the grouting reinforced region thickness to Tunnel Seepage is smaller.Tunnel Seepage and grouting reinforced region permeability are negatively correlated,
Fixing collar permeability is lower, and country rock impermeability is better around tunnel, can pass through preferred slip casting in practical grouting and reinforcing engineering
The means such as material, grouting process make grouting reinforced region permeability reach as low as possible.
The method of determining tunnel rich water fault belt grouting reinforced region thickness provided in an embodiment of the present invention, passes through building
Finite element analysis model can input conditional parameter relevant to fault belt according to user, and water yield is with grouting reinforced region
First curve of thickness change relationship, and according to the curve, it can relatively accurately determine tunnel rich water fault belt
The optimum thickness of grouting reinforced region, to provide Important Theoretic Foundation for the improvement of tunnel rich water fault belt grouting and reinforcing.
Referring to shown in Fig. 6, in preceding method embodiment, as an alternative embodiment, described bent according to described first
Line, after the thickness for determining grouting reinforced region further include:
Described in elasticity modulus and permeability value input by determining grouting reinforced region thickness and corresponding grouting reinforced region
In finite element analysis model；
According to finite element analysis model stress variation effect picture to the corresponding grouting consolidation effect of grouting reinforced region thickness
It is evaluated.
As seen in Figure 6, country rock bulk strain is maximum at tomography and tunnel arch foot, the bulk strain of grouting reinforced region
It is smaller, illustrate that the grouting reinforced region thickness can effective Strengthening Tunnel breaking surrounding rock.Tunnel surrounding is compared in bulk strain at tomography
Greatly, illustrate that the ability of tomography resistance to deformation is poor.
In the present embodiment, it is to be understood that the thickness of grouting reinforced region can have an impact to the sedimentation of tunnel vault, in order to
Determine optimal grouting reinforced region thickness.In the present embodiment, as an alternative embodiment, the method also includes:
In the tunnel contour line highest point at tunnel tunnel face rear (being located at grouting reinforced region side) 5m, deformation is set
Meter, the pressure for keeping tunnel top to apply are constant；
Input different grouting reinforced region thickness values；
The settling amount of the different corresponding tunnel vaults of grouting reinforced region thickness is acquired using the deformation gauge；
Tunnel vault settling amount is drawn according to the grouting reinforced region thickness value and settling amount to become with grouting reinforced region thickness
The second curve changed；
Grouting reinforced region thickness is determined according to first curve and the second curve generalization.
Referring to Fig. 3 and shown in Fig. 7, the second curve for changing for tunnel vault settling amount with grouting reinforced region thickness value and the
Three curves, it can be seen from the figure that the settling amount of tunnel vault can be reduced with the increase of grouting reinforced region thickness, with aforementioned tunnel
Road water yield is almost the same with the first curve graph trend of grouting reinforced region thickness change, by working as slip casting shown in Fig. 3 or Fig. 7
The increase of fixing collar thickness to a certain extent when, the increase of grouting reinforced region thickness is not very to tunnel vault effect of settling is reduced
Greatly, it is contemplated that economic factor, grouting reinforced region thickness also should not be too large, and determine grouting reinforced region most in conjunction with the first curve generalization
It is good with a thickness of 8m.
In addition, being also noted that the variation of grouting reinforced region permeability also has one to tunnel vault sedimentation and deformation from Fig. 3
Fixing is rung, and the corresponding tunnel vault sedimentation situation lower slightly larger than permeability when permeability is higher, this illustrates that fluid structurecoupling is existing
As having an impact really to tunnel deformation process, this just instructs blindly ignore in practical projects fluid structurecoupling phenomenon to tunnel
The influence of deformation
It can also be seen that the increase of grouting reinforced region elasticity modulus will lead to tunnel vault sedimentation and become smaller from Fig. 7, infusing
Under the premise of slurry fixing collar thickness is certain, can preferentially take measures the elasticity modulus for increasing grouting reinforced region, be added with increasing slip casting
Gu effect.
From Fig. 3 and Fig. 7, by tunnel vault sedimentation, tunnel under the conditions of grouting reinforced region difference permeability, elasticity modulus
Road water yield can be obtained with the analysis on change of grouting reinforced region thickness: when grouting reinforced region thickness is less than 8m, increase slip casting
Fixing collar thickness all has significant control effect to the reduction of Tunnel Seepage and the reduction of tunnel vault settling amount, works as thickness
When greater than 8m, grouting reinforced region thickness increases smaller to Tunnel Seepage and surrouding rock deformation control effect.To sum up, determine that rich water is disconnected
Layer tunnel grouting fixing collar optimal thickness is 8m.
It is understood that the novelty of the application is the determination of tunnel rich water fault belt grouting reinforced region thickness
Method is also varied according to the above-mentioned grouting reinforced region optimum thickness value of difference of parameter each in Practical Project, but determines most
The method of good grouting reinforced region thickness is then still applicable in.
The above description is merely a specific embodiment, but scope of protection of the present invention is not limited thereto, any
In the technical scope disclosed by the present invention, any changes or substitutions that can be easily thought of by those familiar with the art, all answers
It is included within the scope of the present invention.Therefore, protection scope of the present invention should be subject to the protection scope in claims.
Claims (4)
1. a kind of method of determining tunnel rich water fault belt grouting reinforced region thickness, which is characterized in that the method includes
Step:
Rich water fault belt geological structures are simulated, finite element analysis model is constructed；
Receive the conditional parameter relevant to fault belt of input；
According to the conditional parameter, water yield is calculated with the first curve of grouting reinforced region thickness change relationship；
According to first curve, the thickness of grouting reinforced region is determined.
2. the method according to claim 1, wherein the conditional parameter includes: grouting reinforced region permeability, note
Starch fixing collar length, grouting reinforced region range of values of thickness and broken rock and soil band porosity；
It is described according to the conditional parameter, water yield, which is calculated, with the first curve of grouting reinforced region thickness change relationship includes
Step:
A1, effective stress variation delta p is calculated according to the following formula:
Wherein,For Rock And Soil porosity；For initial porosity；ε v is bulk strain,For the intrinsic parameter of Rock And Soil；Δ p is effective stress variable quantity；KSFor Rock And Soil permeability.
KSAccording to formulaIt calculates；Wherein, K0For original permeability；
A2, the corresponding water yield of different grouting reinforced region thickness values is calculated according to formula Q=K Δ PA/ μ L；
Wherein, the Q is that fluid passes through the flow of rock, i.e. water yield in the unit time；K in step A2 is grouting and reinforcing body
Permeability；The sectional area that A --- liquid passes through rock；μ-liquid viscosity；The length of L --- grouting reinforced region；
A3, water yield is drawn with the variation of fixing collar thickness according to the corresponding water yield of the fixing collar range of values of thickness being calculated
Curve.
3. according to claim 1 or 2 any methods, which is characterized in that it is characterized in that, the simulation rich water tomography is broken
Broken band geological structures, building finite element analysis model include:
The geometrical model being made of tunnel surrounding, shear-zone, fixing collar and tunnel is constructed according to Fluid structure interaction；
The tunnel surrounding is water-saturated state, stays at left and right sides of tunnel and in the three times tunnel diameter of downside and sets country rock, the tunnel
Road diameter 12.4m；
The Rock And Soil for setting 80m thickness is stayed in tunnel upper, applies gravity lotus possessed by 100m Rock And Soil in geometrical model coboundary
It carries, and applies hydrostatic pressure possessed by condition of equivalent thickness water layer, to simulate stress of the tunnel in true stratum；
Geometrical model cross section width is 86.8m, is highly 120.91m, and for grouting reinforced region with a thickness of d, the model is vertical
Section length is 150m, and shear-zone is located at the centre of two sides country rock, tomography thickness 50m, 85 ° of co-hade；Curtain-grouting is reinforced
Circle length is 30m, and fixing collar, which is set to tunnel, to be entered at tomography, and tunnel stops after being excavated to certain depth in fixing collar
It only excavates, stays and set certain thickness curtain-grouting body as the protrusion-dispelling body for preventing the prominent mud of gushing water from occurring；
The geometrical model is taken to establish finite element analysis model along tunnel center line side；
By the plane of symmetry at tunnel center, seepage flow and stress symmetrical border are being set；
Hydraulic pressure is set on model top and crustal stress loads boundary, the crustal stress is 2MPa, and water pressure size is 1MPa；
Boundary is supported in other the three boundary setting rollers of model surrounding other than symmetrical border, limits the level of the boundary
Displacement is 0, while setting no flow boundary for the boundary, and the flux on underground water boundary at three is 0；
Fixed boundary is set by model lower boundary, as the benchmark that entire model calculates, while lower boundary is set as no flowing
Boundary, underground water are 0 in the flux of lower boundary；
Seepage flow free discharge boundary and Free Transform boundary are set by tunnel excavation contoured surface and face.
4. according to the method described in claim 3, it is characterized in that, the grouting reinforced region permeability variation range be 1.5 ×
10-13~3 × 10-15m2, elastic modulus change range is 2.4GPa~30GPa, and fixing collar thickness value d range is 1m~16m.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110630290A (en) * | 2019-09-24 | 2019-12-31 | 中水北方勘测设计研究有限责任公司 | Method for treating large amount of water gushing of tunnel in river-crossing permeable fault |
| CN111638105A (en) * | 2020-06-08 | 2020-09-08 | 山东科技大学 | Manufacturing method of fault fracture zone grouting body similarity simulation test piece |
| CN112861451A (en) * | 2021-02-24 | 2021-05-28 | 山东大学 | Seepage evolution CFD (computational fluid dynamics) calculation method for surge water dominant channel expansion process |
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| CN113107539A (en) * | 2021-05-11 | 2021-07-13 | 青岛理工大学 | Optimal thickness calculation method for pipe shed reinforcement area |
| CN113217044A (en) * | 2021-05-31 | 2021-08-06 | 中铁二院工程集团有限责任公司 | Upward and oblique scattering type grouting water plugging method for deep large fault tunnel |
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|---|---|---|---|---|
| CN110630290A (en) * | 2019-09-24 | 2019-12-31 | 中水北方勘测设计研究有限责任公司 | Method for treating large amount of water gushing of tunnel in river-crossing permeable fault |
| CN111638105A (en) * | 2020-06-08 | 2020-09-08 | 山东科技大学 | Manufacturing method of fault fracture zone grouting body similarity simulation test piece |
| CN111638105B (en) * | 2020-06-08 | 2023-11-14 | 山东科技大学 | Manufacturing method of fault fracture zone grouting similar simulation test piece |
| CN112861451A (en) * | 2021-02-24 | 2021-05-28 | 山东大学 | Seepage evolution CFD (computational fluid dynamics) calculation method for surge water dominant channel expansion process |
| CN113107540A (en) * | 2021-05-11 | 2021-07-13 | 青岛理工大学 | Calculation method for optimal reinforcement cohesion of pipe roof support |
| CN113107539A (en) * | 2021-05-11 | 2021-07-13 | 青岛理工大学 | Optimal thickness calculation method for pipe shed reinforcement area |
| CN113107540B (en) * | 2021-05-11 | 2022-07-01 | 青岛理工大学 | Calculation method for optimal reinforcement cohesive force of pipe roof support |
| CN113107539B (en) * | 2021-05-11 | 2022-07-26 | 青岛理工大学 | Optimal thickness calculation method for pipe shed reinforcement area |
| CN113217044A (en) * | 2021-05-31 | 2021-08-06 | 中铁二院工程集团有限责任公司 | Upward and oblique scattering type grouting water plugging method for deep large fault tunnel |
| CN117627669A (en) * | 2024-01-26 | 2024-03-01 | 中交一航局第三工程有限公司 | Rectangular jacking pipe construction method based on blind area advanced pilot tunnel expansion and excavation |
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Application publication date: 20190503 |