CN107491578A - Method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition - Google Patents
Method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition Download PDFInfo
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- CN107491578A CN107491578A CN201710502184.5A CN201710502184A CN107491578A CN 107491578 A CN107491578 A CN 107491578A CN 201710502184 A CN201710502184 A CN 201710502184A CN 107491578 A CN107491578 A CN 107491578A
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- G06F30/20—Design optimisation, verification or simulation
Abstract
The invention discloses relaxation zone under soft rock large deformation instability condition and plastic zone quickly to know method for distinguishing, relation curve under large deformation instability condition between tunnel contour different parts hole Zhou Weiyi and deep wall rock displacement is obtained by numerical simulation calculation, the sarifying section of surrounding rock and the plastic zone scope of different parts are may determine that according to the Curvature varying of the relation curve, the relaxation zone of different parts and plastic zone scope are connected to obtain the relaxation zone in whole tunnel and plastic zone scope, and certificate authenticity has been carried out to this method by engineering practice.The beneficial effects of the invention are as follows：Enter row interpolation on the basis of relation curve according to the hole Zhou Weiyi of actual measurement and between the hole Zhou Weiyi of corresponding site and deep wall rock displacement and draw new relation curve, relaxation zone and plastic zone are judged according to the Curvature varying of curve.The present invention just can be very easy, reliable and inexpensive with reference to simple interpolation calculation using simple hole week displacement monitoring instrument, can effectively identify relaxation zone and the scope of plastic zone under large deformation instability condition.
Description
Technical field
The present invention relates to tunnel and underground engineering construction technical field, is under soft rock large deformation instability condition specifically
Method for distinguishing is quickly known in relaxation zone and plastic zone.
Background technology
When weak surrounding rock large deformation unstability occurs for tunnels and underground engineering, the identification to the sarifying section of surrounding rock and plastic zone,
Conventional method is：Theoretical method and physical detecting method.
Theoretical method is divided into theory deduction method, numerical simulation calculation method and empirical regression method again；Theory deduction method can not
Realize that the derivation of the surrouding rock deformation under the conditions of general tunnel cross-section large deformation calculates.It is numerous that numerical simulation calculation method is primarily present modeling
The defects of trivial and reliability is poor, and there is no using hole Zhou Weiyi and relaxation zone under the conditions of the progress large deformation of numerical simulation calculation method
With the report of plasticity cell relation research.
Physical detecting method includes sonic method, multipoint displacement meter method, seismic wave method, geological radar method and borehole camera method
Deng；Physical detecting method all relies on corresponding tester, and the cost of tester is higher, and operating technology requires high and difficult
To meet the requirement quickly identified.In addition, sound wave law technology relative maturity, but higher is required to test rock mass lithology；Multi-point
Shifting meter method measurement data amount is big, and measuring accuracy is not high；Seismic wave method can realize Non-Destructive Testing with geological radar, but to technical merit
It is it is required that high.Borehole camera method is directly perceived, precision is high but has that complex operation, cost are high and not to be suitable for degree of crushing high
The shortcomings of rock mass.
The content of the invention
It is an object of the invention to provide relaxation zone under soft rock large deformation instability condition and plastic zone quickly to know method for distinguishing,
Only need using simple hole week displacement monitoring instrument combine simple interpolation draw curve just can it is very quick, reliable and it is low into
Locally identify the relaxation zone of country rock and plastic zone scope under large deformation instability condition.
The present invention is achieved through the following technical solutions：Relaxation zone and plastic zone quickly identify under soft rock large deformation instability condition
Method, specifically include following steps, tunnel contour different parts under large deformation instability condition obtained by numerical simulation calculation
Relation curve between hole Zhou Weiyi and deep wall rock displacement, different portions may determine that according to the change of the curvature of the relation curve
The sarifying section of surrounding rock of position and plastic zone scope, the relaxation zone of different parts and plastic zone scope are connected to obtain whole tunnel
Relaxation zone and plastic zone scope.
Further, in order to preferably realize the present invention, tunnel under large deformation instability condition is obtained by numerical simulation calculation
Relation curve between road profile different parts hole Zhou Weiyi and deep wall rock displacement, according to the change of the curvature of the relation curve
The sarifying section of surrounding rock and the plastic zone scope of different parts are may determine that, the relaxation zone of different parts and plastic zone scope are connected
Come specific further comprising the steps of before obtaining the relaxation zone in whole tunnel and plastic zone scope：
Step S1：In FLAC 3D softwares, numerical simulator is established；
Step S2：Choose calculating parameter and calculate operating mode；
Step S3：Determine monitoring point for displacement；Vault country rock, the haunch that the monitoring point for displacement is arranged on same section enclose
Rock, abutment wall country rock, arch springing country rock and the different depth for encircleing bottom country rock；
Step S4：Country rock large deformation Characteristics of Evolution is calculated and analyzed；
Step S5：The monitoring point for displacement determined according to step S3, the displacement of monitoring point is calculated by FLAC 3D softwares
Amount, and different depth displacement of wall rock and corresponding hole week displacement relation are indicated using relation curve；
The measured value of the result of numerical simulation and Practical Project is contrasted, to using relation curve identification relaxation zone and
The reasonability of plastic zone is verified.
Further, in order to preferably realize the present invention, the step S2 is specifically referred to：Using《Vcehicular tunnel designs hand
Volume》The country rock physical and mechanical parameter of middle recommendation, and carry out operating mode selection；It is 100m and country rock level that the operating mode selection, which includes buried depth,
Not Wei the operating modes 1 of V1 levels, buried depth be 100m and Grades of Surrounding Rock be the operating mode 2 of V2 levels, buried depth is 500m and Grades of Surrounding Rock is V1 levels
Operating mode 3 and buried depth be 1000m and Grades of Surrounding Rock be IV levels operating mode 4.
Further, in order to preferably realize the present invention, result of calculation in the step S4, in particular to, gather
It is more than the surrouding rock deformation data of section at 1 Bei Dong footpaths apart from face；Calculating analysis is carried out to operating mode 1- operating modes 4, draws operating mode
The result of calculation of 1- operating modes 4.
Further, in order to preferably realize the present invention, the step S1 specifically includes following construction procedure：
Step S11：In FLAC 3D softwares, coordinate system is established, it is the two-wire shape of a hoof to draft and excavate profile, with the side of excavation
It is straight up+Z axis, the right for excavating direction is located at the plane where X-axis and Z axis for+X-axis, outline excavation to for+Y-axis
On；
Step S12：X=30m, Y=50m, Z=50m are set, by outline excavation region division be 23100 units and
24684 nodes；
Step S13：Using model bottom surface as z directions displacement constraint border, both sides are x directions displacement constraint border；Top surface is
Weight stress border, establishes model；Material constitutive model uses Mohr-Coulomb model, and is entered using FLAC 3D large deformation patterns
Row calculates.
Further, in order to preferably realize the present invention, specifically referred in the step S3：The outline excavation is by geometry
Symmetrical left profile and the wide composition of right wheel, the quantity of the monitoring point is 25, including be arranged on the wide same section of right wheel and
Five vault monitoring points of different depth, five haunch monitoring points, five abutment wall monitoring points, five arch springing monitoring points and five
Encircle bottom monitoring point.
Further, in order to preferably realize the present invention, five vault monitoring points, five haunch monitoring points, five
Each monitoring point is using tunnel contour edge as starting point in abutment wall monitoring point, five arch springing monitoring points, five arch bottom monitoring points
And it is distributed along respective normal direction away from contour line edge for 0m, 2m, 5m, 10m, 20m.
The present invention compared with prior art, has advantages below and beneficial effect：
(1) present invention overcomes physical detecting method complex operation, cost are high to lack using numerical simulation technology computational methods
Fall into；
(2) present invention verifies the physical detecting Comparative result in the result and Practical Project of numerical simulation, it was demonstrated that should
The reliability of analogy method, the defects of effectively avoiding simple numerical simulation technology poor reliability；Obtained with numerical simulation technology
Arrive under large deformation instability condition, hole Zhou Weiyi and the relation of deep wall rock displacement；
(3) pass of the present invention by the result of numerical simulation analysis between different parts hole Zhou Weiyi and deep wall rock displacement
Be curve form decide with facilitate application, when applying afterwards, without modeling carry out numerical analysis again, only need to measure
Hole Zhou Weiyi, new hole Zhou Weiyi and deep wall rock displacement are drawn out by carrying out interpolation calculation on the basis of above-mentioned relation curve
Between relation curve, relaxation zone and the plastic zone of current tunnel can quickly be obtained according to the change of the relation curve curvature；
(4) present invention has been obtained under large deformation instability condition with numerical simulation technology, hole Zhou Weiyi and deep wall rock position
The relation of shifting；
(5) present invention just can be quick, reliable and low using simple calculate of simple hole week displacement monitoring instrument combination
Relaxation zone and the scope of plastic zone under large deformation instability condition are identified into local.
Brief description of the drawings
Fig. 1 is the monitoring point for displacement layout drawing in the present invention；
Fig. 2 is the outline excavation figure in the present invention；
Fig. 3 is the numerical model figure in the present invention；
Fig. 4 is the displacement changing curve of hogging top girth rock of the present invention；
Fig. 5 is the displacement changing curve of hogging waistline rock of the present invention；
Fig. 6 is the displacement changing curve of abutment wall country rock in the present invention；
Fig. 7 is the displacement changing curve of hogging bottoms rock of the present invention；
Fig. 8 is the displacement changing curve of hogging bottom of the present invention country rock；
Fig. 9 is the displacement changing curve of the abutment wall country rock corresponding to embodiment 9 in the present invention.
Embodiment
Embodiments of the invention are described below in detail, the example of the embodiment is shown in the drawings, wherein from beginning to end
Same or similar label represents same or similar element or the element with same or like function.Below with reference to attached
The embodiment of figure description is exemplary, it is intended to for explaining the present invention, and is not considered as limiting the invention.
In the present invention, unless otherwise clearly defined and limited, term " installation ", " connected ", " connection ", " fixation " etc.
Term should be interpreted broadly, for example, it may be being fixedly connected or being detachably connected, or be integrally connected；It can be machine
Tool connects or electrical connection；Can be joined directly together, can also be indirectly connected by intermediary, can be two members
Connection inside part.For the ordinary skill in the art, above-mentioned term can be understood in this hair as the case may be
Concrete meaning in bright.
The present invention is described in further detail with reference to embodiment, but the implementation of the present invention is not limited to this.
Embodiment 1：
The present invention is achieved through the following technical solutions, as Figure 1-Figure 8, under soft rock large deformation instability condition relaxation zone and
Method for distinguishing is quickly known in plastic zone, and tunnel contour different parts hole week under large deformation instability condition is obtained by numerical simulation calculation
Relation curve between displacement and deep wall rock displacement, different parts may determine that according to the change of the curvature of the relation curve
The sarifying section of surrounding rock and plastic zone scope, the relaxation zone of different parts and plastic zone scope are connected to obtain the pine in whole tunnel
Dynamic area and plastic zone scope.
It should be noted that by above-mentioned improvement, the different parts difference hole Zhou Weiyi surrounding rock displacement as described in Fig. 4-Fig. 8
With the curve relation figure of change in depth.
As shown in figure 4, away from hole week distance it is more remote, vault surrounding rock displacement will be less and less.Crown displacement is bigger, and curve is bent
Rate change is more obvious, and relaxation zone and plastic zone scope are more obvious, conversely, relaxation zone and plastic zone scope will tend to be fuzzy.
As shown in figure 5, away from hole week distance it is more remote, haunch surrounding rock displacement will be less and less.Haunch displacement is bigger, and curve is bent
Rate change is more obvious, and relaxation zone and plastic zone scope are more obvious, conversely, relaxation zone and plastic zone scope will tend to be fuzzy.
As shown in fig. 6, away from hole week distance it is more remote, arch abutment wall surrounding rock displacement will be less and less.Abutment wall displacement is bigger, curve
Curvature varying is more obvious, and relaxation zone and plastic zone scope are more obvious, conversely, relaxation zone and plastic zone scope will tend to be fuzzy.
As shown in fig. 7, away from hole week distance it is more remote, arch springing surrounding rock displacement will be less and less.Arch springing displacement is bigger, and curve is bent
Rate change is more obvious, and relaxation zone and plastic zone scope are more obvious, conversely, relaxation zone and plastic zone scope will tend to be fuzzy.
As shown in figure 8, away from hole week distance it is more remote, arch bottom surrounding rock displacement will be less and less.It is bigger to encircle bottom displacement, curve is bent
Rate change is more obvious, and relaxation zone and plastic zone scope are more obvious, conversely, relaxation zone and plastic zone scope will tend to be fuzzy.
Curve can be greatly classified into steep drop section, slow drop section and stable section according to the Curvature varying of upper curve, come with this
Judge the sarifying section of surrounding rock, plastic zone and the scope for being undisturbed country rock.In fact, boundary (the i.e. relaxation zone of section drops in drop Duan Yuhuan suddenly
Border) obvious, but boundary (border of plastic zone) Relative Fuzzy of slow drop section and stable section.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 2：
The present embodiment does further optimization on the basis of above-described embodiment, and large deformation instability condition is calculated in computer
It is specific further comprising the steps of before relation curve between lower tunnel contour different parts hole Zhou Weiyi and deep wall rock displacement：
Step S1：In FLAC 3D softwares, numerical simulator is established；
Step S2：The selection of calculating parameter and operating mode；
Step S3：Determine monitoring point for displacement；Vault country rock, the haunch that the monitoring point for displacement is arranged on same section enclose
Rock, abutment wall country rock, arch springing country rock and arch bottom；
Step S4：Country rock large deformation Characteristics of Evolution is calculated and analyzed；
Step S5：The monitoring point for displacement determined according to step S3, the displacement of monitoring point is calculated by FLAC 3D softwares
Amount, and displacement and corresponding hole week displacement relation are indicated using relation curve；
Step S6：According to the curve obtained by step S5, the scope of the sarifying section of surrounding rock and plastic zone is judged.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 3：
The present embodiment does further optimization on the basis of above-described embodiment, and the step S2 is specifically referred to：Using《Highway
Tunnel Design handbook》The country rock physical and mechanical parameter of middle recommendation, and carry out operating mode selection；The operating mode selection includes buried depth and is
100m and Grades of Surrounding Rock are the operating mode 1 of V1 levels, buried depth is 100m and Grades of Surrounding Rock is that the operating mode 2 of V2 levels, buried depth are 500m and enclosed
Riedel-treppe not Wei V1 levels operating mode 3 and buried depth be 1000m and Grades of Surrounding Rock be IV levels operating mode 4.
Using《Vcehicular tunnel design manual》The country rock physical and mechanical parameter of middle recommendation, and carry out operating mode selection.The work
Condition choose include that buried depth is 100m and Grades of Surrounding Rock is the operating mode 1 of V1 levels, buried depth is 100m and Grades of Surrounding Rock be V2 levels operating mode
2nd, buried depth be 500m and Grades of Surrounding Rock be the operating mode 3 of V1 levels and buried depth be 1000m and Grades of Surrounding Rock be IV levels operating mode 4.
It should be noted that pass through above-mentioned improvement, reference《Vcehicular tunnel design manual》The country rock physical mechanics ginseng of recommendation
Number, rock reaction force needed for computation model is chosen, as shown in table 1.
Table 1
Calculate operating mode 1：Buried depth 100m, Grades of Surrounding Rock：V1；
Calculate operating mode 2：Buried depth 100m, Grades of Surrounding Rock：V2；
Calculate operating mode 3：Buried depth 500m, Grades of Surrounding Rock：V1；
Calculate operating mode 4：Buried depth 1000m, Grades of Surrounding Rock：IV；
Country rock physical and mechanical parameter is determined, and carries out operating mode selection.It is 100m and country rock that the operating mode selection, which includes buried depth,
Rank is the operating mode 1 of V1 levels, buried depth is 100m and Grades of Surrounding Rock is the operating mode 2 of V2 levels, buried depth is 500m and Grades of Surrounding Rock is V1
The operating mode 3 and buried depth of level are 1000m and Grades of Surrounding Rock is the operating mode 4 of IV levels.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 4：
The present embodiment does further optimization on the basis of above-described embodiment, the result of calculation in the step S4, specifically
Refer to, gather and be more than the surrouding rock deformation data of section at 1 Bei Dong footpaths apart from face；Operating mode 1- operating modes 4 calculate and divided
Analysis, draw the result of calculation of operating mode 1- operating modes 4.
It should be noted that by above-mentioned improvement, the result of calculation specifically refers to：Operating mode 1, stable convergence is calculated, is not had
There is generation large deformation, plastic zone is limited in scope, and continuous insertion situation does not occur.Operating mode 2, through 5000 step computings, meter after excavation
Not do not restrain, large deformation occur, maximum displacement reaches 3.5m, and will continue development and do not restrain.Operating mode 3, through 2500 steps after excavation
Computing, calculating do not restrain, and large deformation occur, and maximum displacement reaches 2m, and will continue development and do not restrain.Operating mode 4, pass through after excavation
5500 step computings, stable convergence is calculated, maximum displacement reaches 0.5m, and large deformation, but stabilization occurs.
Analyzed by the calculating to foregoing four kinds of operating modes, the result of calculation general status of four kinds of operating modes is as follows：
(1) operating mode 1, stable convergence is calculated, large deformation does not occur.Plastic zone is limited in scope, and does not occur continuously penetrating
Situation.
(2) operating mode 2, not restrained through 5000 step computings, calculating after excavation, large deformation occur, maximum displacement reaches 3.5m, and
Development will be continued not restrain.
(3) operating mode 3, do not restrained through 2500 step computings, calculating after excavation, large deformation occur, maximum displacement reach 2m, and general
Continue development not restrain.
(4) operating mode 4, through 5500 step computings after excavation, stable convergence being calculated, maximum displacement reaches 0.5m, and large deformation occurs,
But stabilization.
Large deformation Characteristics of Evolution specifically refers to：The cohesion and tensile strength of careful selection country rock during calculating.Hole Zhou Weiyi
Radially develop to free face, maximum at haunch, surrounding rock displacement direction is based on radial direction.Deep wall rock displacement at vault to haunch
Scope is maximum, earth surface cracks can be caused when buried depth is shallower, plastic zone is first in the about 45 ° of direction insertions of the inclined haunch of vault, and vault is extremely
Haunch scope will gradually form pyramidal slip body, and the scope of the slide mass develops and constantly spread to surrounding upwards.Deforming
In the case of stable, though larger displacement occurs for hole week, country rock integrally tends towards stability, even if not having supporting drag, large deformation
Not sustainable development.
The present invention is used for that large deformation to occur in identification and calculating does not restrain the sarifying section of surrounding rock and plastic zone under the conditions of (i.e. unstability)
Scope.Following large deformation Characteristics of Evolution is can be calculated by four kinds of operating modes of the above：
(1) cohesion of country rock and tensile strength are the sensitive parameters that large deformation calculates, and answer careful selection during calculating.
(2) hole Zhou Weiyi radially develops to free face, maximum at haunch.Surrounding rock displacement direction is based on radial direction.
(3) deep wall rock displacement range is maximum at vault to haunch, and earth surface cracks are easily caused when buried depth is shallower.Plastic zone
First in the insertion of about 45 ° of directions of the inclined haunch of vault, vault to haunch scope will gradually form pyramidal slip body, and the slide mass
Scope develops and constantly spread to surrounding upwards.
(4) in some cases (such as operating mode 4), though larger displacement occurs for hole week, and country rock can integrally tend towards stability, even if
There is no supporting drag, large deformation yet not sustainable development.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 5：
The present embodiment does further optimization on the basis of above-described embodiment, and the step S1 specifically includes following construction step
Suddenly：
Step S11：In FLAC 3D softwares, coordinate system is established, it is the two-wire shape of a hoof to draft and excavate profile, with the side of excavation
It is straight up+Z axis, that excavates direction drafts right as+X-axis to for+Y-axis；Hole is excavated to project to where X-axis and Z axis
Outline excavation is formed in plane；
Step S12：X=30m, Y=50m, Z=50m are set, by outline excavation region division be 23100 units and
24684 nodes；
Step S13：Using model bottom surface as z directions displacement constraint border, both sides are x directions displacement constraint border；Top surface is
Weight stress border, establishes model；Material constitutive model uses Mohr-Coulomb model, and is entered using FLAC 3D large deformation patterns
Row calculates.
It should be noted that by above-mentioned improvement, break as shown in Fig. 2 the outline excavation in tunnel is drafted for the two-wire shape of a hoof
Face.Excavation is taken away to for y-axis positive direction, is straight up z-axis positive direction, the right of drafting for excavating direction is x-axis positive direction, is taken
X=30m, Y=50m, Z=50m.Zoning is divided into 23100 units, and 24684 nodes, can ensure to calculate has foot
Enough precision.Model bottom surface is z directions displacement constraint border.Both sides are x directions displacement constraint border.Top surface is weight stress side
Boundary.Material constitutive model uses Mohr-Coulomb model, and is calculated using FLAC 3D large deformation patterns.As shown in figure 3,
FLAC 3D models.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 6:
The present embodiment does further optimization on the basis of above-described embodiment, is specifically referred in the step S3：It is described to open
Dig profile to be made up of geometrically symmetric left profile and right wheel exterior feature, the quantity of the monitoring point is 25, including is arranged on right wheel exterior feature
On same section and five vault monitoring points of different depth, five haunch monitoring points, five abutment wall monitoring points, five arch springing prisons
Measuring point and five arch bottom monitoring points.Five vault monitoring points, five haunch monitoring points, five abutment wall monitoring points, five
Each monitoring point is using tunnel contour edge as starting point and along respective normal direction in arch springing monitoring point, five arch bottom monitoring points
It is distributed away from contour line edge for 0m, 2m, 5m, 10m, 20m.
It should be noted that by the way that above-mentioned improvement, tunnel or so be geometrically symmetric, stress is symmetrical, therefore only consider Tunnel Right
Half section is as research object.It is different at the vault country rock of section, haunch country rock, abutment wall country rock, arch springing country rock and arch bottom five
Depth sets monitoring point for displacement.Namely 25 monitoring points are set on each section, hole week position under different Time steps is monitored respectively
Deep wall rock misalignment corresponding to shifting.
Monitoring point for displacement is used as at selection vault country rock, haunch country rock, abutment wall country rock, arch springing country rock and arch bottom five, can
Reflect the surrounding rock displacement feature of u-shaped cross-section well under the conditions of limited monitoring site.It is even more important to be：This technology
The key point of invention is to identify the placement property of deep wall rock (relaxation zone and plasticity using the hole week point displacement for being easy to monitoring
Area's scope).And in engineering practice, the measurement to hole Zhou Weiyi is also based at selection above five.In other words, at more than selection five
It is best as hole week and the monitoring point of deep wall rock displacement, Technical Economy and practice operability.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more
Embodiment 7：
As Figure 1-Figure 8, method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition, for tunnel
When weak surrounding rock large deformation unstability occurs for road and underground engineering, the quick identification to the sarifying section of surrounding rock and plastic zone scope, specifically
Comprise the following steps：
Step S1：In FLAC 3D softwares, numerical simulator is established.
The step S1 specifically includes following construction procedure：
Step S11：In FLAC 3D softwares, coordinate system is established, it is the two-wire shape of a hoof to draft and excavate profile, with the side of excavation
It is straight up+Z axis, that excavates direction drafts right as+X-axis to for+Y-axis.Hole is excavated to project to where X-axis and Z axis
Outline excavation is formed in plane.
Step S12：X=30m, Y=50m, Z=50m are set, by outline excavation region division be 23100 units and
24684 nodes.
Step S13：Using model bottom surface as z directions displacement constraint border, both sides are x directions displacement constraint border.Top surface is
Weight stress border, establishes model.Material constitutive model uses Mohr-Coulomb model, and is entered using FLAC 3D large deformation patterns
Row calculates.
Step S2：The selection of calculating parameter level operating mode.Using《Vcehicular tunnel design manual》The country rock physical force of middle recommendation
Parameter is learned, and carries out operating mode selection.The operating mode, which is chosen, includes that buried depth is 100m and Grades of Surrounding Rock is the operating mode 1 of V1 levels, buried depth
For 100m and Grades of Surrounding Rock is the operating mode 2 of V2 levels, buried depth is 500m and Grades of Surrounding Rock is the operating mode 3 of V1 levels and buried depth is
1000m and Grades of Surrounding Rock are the operating mode 4 of IV levels.
Step S3：Determine monitoring point for displacement.Vault country rock, the haunch that the monitoring point for displacement is arranged on same section enclose
Rock, abutment wall country rock, arch springing country rock and arch bottom.Specifically refer to：The outline excavation is by geometrically symmetric left profile and right set of contours
Quantity into, the monitoring point is 25, including is arranged on the wide same section of right wheel and five vaults monitoring of different depth
Point, five haunch monitoring points, five abutment wall monitoring points, five arch springing monitoring points and five arch bottom monitoring points.
Step S4：Country rock large deformation Characteristics of Evolution is calculated and analyzed.Result of calculation in the step S4, specifically
Refer to, gather and be more than the surrouding rock deformation data of section at 1 Bei Dong footpaths apart from face.Operating mode 1- operating modes 4 calculate and divided
Analysis, draw the result of calculation of operating mode 1- operating modes 4.
Step S5：The monitoring point for displacement determined according to step S3, the displacement of monitoring point is calculated by FLAC 3D softwares
Amount, and displacement and corresponding hole week displacement relation are indicated using relation curve.
Step S6：According to the curve obtained by step S5, the sarifying section of surrounding rock, plastic zone and the scope for being undisturbed country rock are judged.
Step S7：By numerical simulation calculation obtain under large deformation instability condition tunnel contour different parts hole Zhou Weiyi with
Relation curve between deep wall rock displacement, according to the Curvature varying of the relation curve judge different parts the sarifying section of surrounding rock and
Plastic zone scope, the relaxation zone of different parts and plastic zone scope are connected to obtain relaxation zone and the plastic zone in whole tunnel
Scope.
As shown in figure 4, when vault hole Zhou Weiyi is 0.2m, with the increase apart from hole week distance, surrounding rock displacement will be by
Step reduces, finally without any change.
During practice, it is assumed that actual measurement vault hole Zhou Weiyi is 0.5m, and user can be according to vault hole week in Fig. 4
Surrounding rock displacement curve corresponding to displacement 0.2m and vault hole Zhou Weiyi 0.6m enters row interpolation and obtained when hole Zhou Weiyi is 0.5m
Surrounding rock displacement curve.And then the Curvature varying of the curve obtained according to interpolation quickly identify, judge the sarifying section of surrounding rock, plastic zone and
It is undisturbed the scope of country rock.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
Embodiment 8：
Wuqiaoling tunnel F7 fault region tunnel side walls convergency value typically has in 700mm, the First Design Institute of Railway Exploration Pu
Woods has carried out on-the-spot test using seismic refraction tomography method to the relaxation zone of the inclined shaft abutment wall of the region 10 and plastic zone, as a result table
It is bright：Relaxation zone scope is 0~5.3m, and plastic zone scope is 5.3m~8.6m.Because preliminary bracing restrains 700mm, it is contemplated that not
The pre- convergent deformation of front of tunnel heading measured, therefore take unilateral hole Zhou Weiyi to be taken as 0.44m herein.
Enter row interpolation according to two curves of Zhou Weiyi 0.2m in hole in Fig. 6 and hole Zhou Weiyi 0.6m and can obtain hole Zhou Weiyi and be
Surrounding rock displacement change curve during 0.44m, the relation curve drawn, as shown in Figure 9 as can be seen that apart from hole week 5m position
Put, curvature of curve is undergone mutation, it is believed that 0~5m belongs to relaxation zone.In addition, 5m~10m scopes may be considered plastic zone.
Surrouding rock deformation beyond 10m is very small and is varied less with distance increase, illustrates that country rock is very small by disturbing.Judgement and measured value above
Substantially it coincide, disclosure satisfy that requirement of engineering.
The other parts of the present embodiment are same as the previously described embodiments, therefore repeat no more.
It is described above, be only presently preferred embodiments of the present invention, any formal limitation not done to the present invention, it is every according to
Any simply modification, the equivalent variations made according to the technical spirit of the present invention to above example, each fall within the protection of the present invention
Within the scope of.
Claims (7)
1. method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition, occur for underground engineerings such as tunnels
The quick identification of the sarifying section of surrounding rock and plastic zone during soft rock large deformation unstability；It is characterized in that：Comprise the following steps, pass through numerical value
The relation under large deformation instability condition between tunnel contour different parts hole Zhou Weiyi and deep wall rock displacement is calculated in simulation
Curve, the sarifying section of surrounding rock and the plastic zone scope of different parts are judged according to the Curvature varying of the relation curve, by different parts
Relaxation zone and plastic zone scope connect to obtain the relaxation zone in whole tunnel and plastic zone scope.
2. method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition according to claim 1, it is special
Sign is：In the case where obtaining large deformation instability condition by numerical simulation calculation, tunnel contour different parts hole Zhou Weiyi encloses with deep
Relation curve between rock displacement, according to the change of the curvature of the relation curve may determine that different parts the sarifying section of surrounding rock and
Plastic zone scope, the relaxation zone of different parts and plastic zone scope are connected to obtain relaxation zone and the plastic zone in whole tunnel
It is specific further comprising the steps of before scope：
Step S1：In FLAC 3D softwares, numerical simulator is established；
Step S2：Choose calculating parameter and calculate operating mode；
Step S3：Determine monitoring point for displacement in calculating process；The monitoring point for displacement is arranged on the vault country rock of same section, arch
Waistline rock, abutment wall country rock, arch springing country rock and the different depth for encircleing bottom country rock；
Step S4：Country rock large deformation Characteristics of Evolution is calculated and analyzed；
Step S5：The monitoring point for displacement determined according to step S3, the displacement of monitoring point is calculated by FLAC 3D softwares,
And different depth displacement of wall rock and corresponding hole week displacement relation are indicated using relation curve.
3. method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition according to claim 2, it is special
Sign is：The step S2 is specifically referred to：Using《Vcehicular tunnel design manual》The country rock physical and mechanical parameter of middle recommendation, goes forward side by side
Row operating mode is chosen；The operating mode, which is chosen, includes that buried depth is 100m and Grades of Surrounding Rock is the operating mode 1 of V1 levels, buried depth is 100m and country rock
Rank is the operating mode 2 of V2 levels, buried depth is 500m and Grades of Surrounding Rock is the operating mode 3 of V1 levels and buried depth is 1000m and Grades of Surrounding Rock
For the operating mode 4 of IV levels.
4. method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition according to claim 2, it is special
Sign is：Result of calculation in the step S4, in particular to, gather and be more than enclosing for section at 1 Bei Dong footpaths apart from face
Rock deformation data；Calculating analysis is carried out to operating mode 1- operating modes 4, draws the result of calculation of operating mode 1- operating modes 4.
5. according to the side that relaxation zone and plastic zone quickly identify under any one of the claim 1-4 soft rock large deformation instability conditions
Method, it is characterised in that：The step S1 specifically includes following construction procedure：
Step S11：In FLAC 3D softwares, coordinate system is established, it is the two-wire shape of a hoof to draft excavation contour line, to excavate direction
It is straight up+Z axis for+Y-axis, the right for excavating direction is+X-axis；Outline excavation is located in the plane where X-axis and Z axis；
Step S12：X=30m, Y=50m, Z=50m are set, are 23100 units and 24684 sections by outline excavation region division
Point；
Step S13：Using model bottom surface as z directions displacement constraint border, both sides are x directions displacement constraint border；Top surface is deadweight
Stress boundary, establish model；Material constitutive model uses Mohr-Coulomb model, and is counted using FLAC 3D large deformation patterns
Calculate.
6. method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition according to claim 5, it is special
Sign is：Specifically referred in the step S3：The outline excavation is made up of geometrically symmetric left profile and right wheel exterior feature, the prison
The quantity of measuring point is 25, including is arranged on the wide same section of right wheel and five vault monitoring points of different depth, five arches
Waist monitoring point, five abutment wall monitoring points, five arch springing monitoring points and five arch bottom monitoring points.
7. method for distinguishing is quickly known in relaxation zone and plastic zone under soft rock large deformation instability condition according to claim 5, it is special
Sign is：Five vault monitoring points, five haunch monitoring points, five abutment wall monitoring points, five arch springing monitoring points, five arches
In the monitoring point of bottom each monitoring point be using tunnel contour edge be starting point and along respective normal direction away from contour line edge as 0m,
2m, 5m, 10m, 20m are distributed.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103852157A (en) * | 2014-03-18 | 2014-06-11 | 华侨大学 | Deeply-buried round tunnel surrounding rock mass point vibration rule test method under detonation seismic waves |
| CN103901180A (en) * | 2014-03-25 | 2014-07-02 | 中冶集团武汉勘察研究院有限公司 | Method for indirectly obtaining stress and deformation state of underground roadway surrounding rock |
| CN105631102A (en) * | 2015-12-24 | 2016-06-01 | 河南理工大学 | Numerical simulation determination method of deep high-stress roadway drilling pressure relief parameter |
| CN106682318A (en) * | 2016-12-29 | 2017-05-17 | 武汉大学 | Method for computing primary supporting opportunity on basis of longitudinal deformation curves of surrounding rock of tunnels |
-
2017
- 2017-06-27 CN CN201710502184.5A patent/CN107491578B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103852157A (en) * | 2014-03-18 | 2014-06-11 | 华侨大学 | Deeply-buried round tunnel surrounding rock mass point vibration rule test method under detonation seismic waves |
| CN103901180A (en) * | 2014-03-25 | 2014-07-02 | 中冶集团武汉勘察研究院有限公司 | Method for indirectly obtaining stress and deformation state of underground roadway surrounding rock |
| CN105631102A (en) * | 2015-12-24 | 2016-06-01 | 河南理工大学 | Numerical simulation determination method of deep high-stress roadway drilling pressure relief parameter |
| CN106682318A (en) * | 2016-12-29 | 2017-05-17 | 武汉大学 | Method for computing primary supporting opportunity on basis of longitudinal deformation curves of surrounding rock of tunnels |
Non-Patent Citations (2)
| Title |
|---|
| 曲海锋: "扁平特大断面公路隧道荷载模式及应用研究", 《中国博士学位论文全文数据库》 * |
| 贾剑青: "深埋隧道围岩及支护结构稳定性分析", 《地下空间与工程学报》 * |
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