CN108871262A - Great burying cavern extrusion pressing type country rock large deformation method of discrimination - Google Patents
Great burying cavern extrusion pressing type country rock large deformation method of discrimination Download PDFInfo
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- CN108871262A CN108871262A CN201810245461.3A CN201810245461A CN108871262A CN 108871262 A CN108871262 A CN 108871262A CN 201810245461 A CN201810245461 A CN 201810245461A CN 108871262 A CN108871262 A CN 108871262A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
Abstract
The invention discloses a kind of great burying cavern extrusion pressing type country rock large deformation method of discrimination, whether the calculating point that can predict deep cavern engineering surrounding rock fast and reliablely can occur large deformation, and step includes：Detecting earth stress in situ is carried out, and obtains lateral pressure coefficient λ and maximum principal stress value σ0max；Cylindrical rock sample is processed into core-drilling；Uniaxial compression test is carried out to rock sample, obtains rock uniaxiality strength σ under natural moisture contentc；It is calculated according to the ambient stress of underground chamber and obtains the rock strength stress axis SSR of self-weight stress field or tectonic stress off field；Judge whether that country rock, which can occur, squeezes large deformation according to the rock strength stress axis SSR of the self-weight stress field of acquisition or tectonic stress off field.The present invention squeezes the judgement and prediction that large deformation occurs for great burying surrounding rock of chamber, is capable of the optimization of the estimation of stability to deep cavern and permanent support design.
Description
Technical field
The present invention relates to technical field of geological exploration, differentiate in particular to a kind of great burying cavern extrusion pressing type country rock large deformation
Method is evaluated excellent with permanent support design suitable for the great burying stability of tunnel based on extrusion pressing type failure mode
Change.
Background technique
Exist between the high-ground stress of preservation and the low-intensity of weak surrounding rock under buried complicated geological environment very outstanding
Contradiction after cavern excavation off-load, is pressed around hole and is released rapidly, and country rock easily generates large deformation and loses under the action of high stress difference
Surely.Engineering practice and studies have shown that in deep-buried underground engineering country rock large deformation mainly include extrusion pressing type, intumescent and collapsing type three
Class.The large deformation disaster that cavern occurs under high-ground stress environment is because redistribution stress caused by excavating has been more than rock mostly
Body intensity and so that country rock is generated significant plastic deformation, i.e. extrusion pressing type large deformation.As it can be seen that country rock extrusion pressing type large deformation unstability is deep
It buries one of catastrophe mode most common and uncontrollable in Cavity Construction, carries out the analysis of country rock extrusion pressing type large deformation and pre-
It surveys for instructing the design and construction of deep cavern to have a very important significance.
Compared with general shallow embedded tunnel engineering, the environmental effect of deep cavern engineering is complex, is often faced with highland
The " three high " problems such as stress, High-geotemperature, high hydraulic pressure and other it is difficult to expect geological disaster.High-ground stress is buried as influencing
One of crucial governing factor of cavity engineering surrounding rock stability, so that country rock is mostly in high confining pressure state, from rock mechanics
Laboratory test and the angle of on-the-spot test disclose the influential effect of Surrounding Rock Strength stress ratio, and then are country rock large deformation feature
Identification provides a kind of effective approach.However, the on going result of this aspect is relatively fewer, reasonable reflection is not yet set up
The analysis theories and method of country rock large deformation under condition of high ground stress.How deep cavern engineering extrusion pressing type country rock large deformation is constructed
Criterion occurs, and combines easy laboratory test and field test results, accurately, fast and efficiently differentiates that deep cavern squeezes
The happening part of type country rock large deformation is the key technical problem of urgent need to resolve.
Summary of the invention
The technical problem to be solved by the present invention is to：In view of the above problems, a kind of great burying cavern extrusion pressing type is provided
Country rock large deformation method of discrimination, form is simple, explicit physical meaning, index easily obtain, can be more accurately and quickly pre-
The happening part of deep cavern country rock large deformation is measured, to improve the monolithic stability of deep cavern and the optimization design of supporting time
Provide technical support.
In order to achieve the above objectives, a kind of great burying cavern extrusion pressing type country rock large deformation method of discrimination that the present invention refers to,
It is characterized in that, described method includes following steps：
Step 1：Detecting earth stress in situ is carried out in prospecting adit at the construction field (site), it is flat to obtain section part stress tensor master
Maximum lateral pressure coefficient λ and maximum principal stress value σ in situ on face0max, as λ≤1, the ambient stress of underground chamber is self weight
Stress field, λ>The ambient stress of underground chamber is tectonic stress field when 1；
Step 2：In the core-drilling of detecting earth stress position；Core is processed into cylindrical rock sample in time；
Step 3：Uniaxial compression test is carried out to the cylindrical rock sample, obtains cylindrical rock sample under natural moisture content
Uniaxial compressive strength σc；
Step 4：Weight stress is calculated off field according to the ambient stress of underground chamber or tectonic stress rock off field is strong
Spend stress axisWherein σθmax_gravIt is answered for the cavern of weight stress off field
Power concentrates maximum value, σθmax_tectMaximum value is concentrated for the cavern's stress of tectonic stress off field；
Step 5：According to the rock strength stress axis of the self-weight stress field of acquisition or tectonic stress off fieldUsingJudge whether to enclose
Rock squeezes large deformation, and when SSR is greater than 1, country rock can be occurred by, which being determined as, squeezes large deformation, and country rock will not be occurred by, which being otherwise determined as, squeezes
Press large deformation.
Preferably, in the step 1, it is crustal stress that the original position detecting earth stress is realized by detecting earth stress instrument
Test equipment is hollow inclusion triaxial strain gauges.
Preferably, in the step 2, the core drilled through is processed into diameter and height than being 1:2 cylindrical rock sample, and
Carry out core seal with wax and moisturizing processing, core is processed into cylindrical rock sample in time, prevent the strength stress ratio SSR of rock sample by
The influence of other extraneous factors.
Preferably, in the step 3, the uniaxial compression test is realized by uniaxial compression instrument, the uniaxial compression instrument
For servo rigidity testing machine.
Preferably, in the step 4, the cavern's stress of weight stress off field concentrates maximum value σθmax_gravCalculation method
For σθmax_grav=(3- λ) σ0max。
Preferably, in the step 4, the cavern's stress of tectonic stress off field concentrates maximum value σθmax_tectCalculation method
For
Compared with prior art, a kind of great burying cavern extrusion pressing type country rock large deformation method of discrimination of the present invention, can be accurate
Rapidly the extruding large deformation of great burying surrounding rock of chamber is judged and predicted, when the value of SSR is greater than 1, is determined as meeting
Country rock occurs and squeezes large deformation, country rock will not be occurred by, which being otherwise determined as, squeezes large deformation.Great burying cavern proposed by the present invention is squeezed
Die mould country rock large deformation method of discrimination can provide technology for the optimization design of the monolithic stability and supporting time that improve deep cavern
Support improves construction efficiency, reduces project cost.
Detailed description of the invention
Fig. 1 is the flow chart of extrusion pressing type country rock large deformation method of discrimination in great burying cavern of the present invention.
Specific embodiment
The present invention is described in further detail with reference to the accompanying drawings and embodiments, but the embodiment should not be construed as pair
Limitation of the invention.
As shown in Figure 1, a kind of implementation steps of great burying cavern extrusion pressing type country rock large deformation method of discrimination of the present invention are as follows：
Step 1：Typical section is chosen in prospecting adit at the construction field (site) and carries out detecting earth stress in situ, crustal stress in this example
Test equipment is hollow inclusion triaxial strain gauges, and test method is stress relief method, and the space for obtaining the section part is answered
The maximum lateral pressure coefficient λ and maximum principal stress value σ in situ of power distribution and stress tensor on principal plane0max, when λ≤
The ambient stress of underground chamber is self-weight stress field, λ when 1>The ambient stress of underground chamber is tectonic stress field when 1.
Step 2：In step 1 detecting earth stress near sites core-drilling, and seal with wax and moisturizing；Core is processed into time
Diameter and height are than being 1:2 cylindrical rock sample prevents the strength stress ratio SSR of rock sample from being influenced by other extraneous factors；
The diameter of the cylinder rock sample is 50mm, is highly 100mm.
Step 3：Uniaxial compression test is carried out to above-mentioned cylindrical rock sample using servo rigidity testing machine, obtains cylindrical rock
Uniaxial compressive strength σ of the sample under natural moisture contentc；
Step 4：The cavern's stress of weight stress off field, which is calculated, according to the ambient stress of underground chamber concentrates maximum value σθmax_grav
=(3- λ) σ0maxOr the cavern's stress of tectonic stress off field concentrates maximum valueAnd then it calculates and obtains
The rock strength stress axis of self-weight stress field or tectonic stress off fieldWith
The judgement and prediction that large deformation occurs are squeezed in great burying surrounding rock of chamber.
Step 5：According to the rock strength stress axis of the self-weight stress field of acquisition or tectonic stress off fieldUsingJudge whether to enclose
Rock squeezes large deformation.When SSR is greater than 1, country rock can be occurred by, which being determined as, squeezes large deformation, and country rock will not be occurred by, which being otherwise determined as, squeezes
Press large deformation.
Country rock can be occurred by, which being determined as, squeezes large deformation, then takes strengthening supporting and optimize the measure of supporting time, be determined as
Country rock will not occur and squeeze large deformation, then the supporting intensity for optimizing design of its support, reducing detecting earth stress area.
The rock strength stress axis SSR of above-mentioned self-weight stress field and tectonic stress off fieldgravAnd SSRtectTwo formula
Derivation process is as follows：
For deep cavern engineering, it is assumed that rock is in isotropic elastic stage before cavern excavation, by cavern as
Plane strain problems are solved using theory of elastic mechanics and are answered under polar coordinate system away from any point at cavern centre distance r
Crustal stress states of the power tensor on principal plane, it is as follows
In formula, σrTo calculate radial stress of the point under polar coordinate system, σ1、σ2Respectively stress tensor is on principal plane
Two principal stresses (when ignoring shear stress, σ1、σ2The respectively principal stress of horizontal direction and vertical direction), a is cavern half
Diameter, r are to calculate distance of the point apart from cavern center, and θ is calculating point under polar coordinates with cavern's line of centres around the corner of r axis,
Similarly hereinafter.
In formula, σθTo calculate tangential stress of the point under polar coordinate system.
In formula, τrθTo calculate shear stress of the point under polar coordinate system.
For the deep cavern engineering based on self-weight stress field, i.e., maximum lateral pressure coefficient
As cos2 θ=1, rock maximum tangential stress σ around holeθmaxFor：
As a=r, hole week maximum stress coefficient of concentration be：
Then hole week maximum concentrated stress is：
σθmax_grav=(3- λ) σ0max (6)
After cavern excavation, rock uniaxiality strength and the strength stress ratio SSR of hole week maximum tangential stress are：
In formula, σcIt is the rock uniaxiality strength under natural moisture content.
For the deep cavern engineering based on tectonic stress field, i.e., maximum lateral pressure coefficientAs cos2 θ
When=- 1, rock maximum tangential stress is around hole：
As a=r, hole week maximum stress coefficient of concentration be：
Then hole week maximum concentrated stress is：
After cavern excavation, rock uniaxiality strength and the strength stress ratio SSR of hole week maximum tangential stress are：
Although the preferred embodiment of the present invention is described above in conjunction with attached drawing, the invention is not limited to upper
The specific real mode stated, the above mentioned embodiment is only schematical, is not restrictive, the common skill of this field
Art personnel under the inspiration of the present invention, without breaking away from the scope protected by the purposes and claims of the present invention, can be with
The specific transformation of many forms is made, these all belong to the scope of protection of the present invention interior.
Claims (6)
1. a kind of great burying cavern extrusion pressing type country rock large deformation method of discrimination, it is characterised in that：Described method includes following steps：
Step 1：Detecting earth stress in situ is carried out in prospecting adit at the construction field (site), is obtained on the section part stress tensor principal plane
Maximum lateral pressure coefficient λ and maximum principal stress value σ in situ0max, as λ≤1, the ambient stress of underground chamber is weight stress
, λ>The ambient stress of underground chamber is tectonic stress field when 1；
Step 2：In the core-drilling of detecting earth stress position；Core is processed into cylindrical rock sample in time；
Step 3：Uniaxial compression test is carried out to the cylindrical rock sample, obtains single shaft of the cylindrical rock sample under natural moisture content
Compression strength σc；
Step 4：Weight stress is calculated off field according to the ambient stress of underground chamber or tectonic stress rock strength off field is answered
Power ratioWherein σθmax_gravFor the cavern's stress collection of weight stress off field
Middle maximum value, σθmax_tectMaximum value is concentrated for the cavern's stress of tectonic stress off field；
Step 5：According to the rock strength stress axis of the self-weight stress field of acquisition or tectonic stress off fieldUsingJudge whether to enclose
Rock squeezes large deformation, and when SSR is greater than 1, country rock can be occurred by, which being determined as, squeezes large deformation, and country rock will not be occurred by, which being otherwise determined as, squeezes
Press large deformation.
2. extrusion pressing type country rock large deformation method of discrimination in great burying cavern according to claim 1, it is characterised in that：The step
In rapid 1, the original position detecting earth stress realizes that detecting earth stress instrument is by detecting earth stress instrument using stress relief method
Hollow inclusion triaxial strain gauges.
3. extrusion pressing type country rock large deformation method of discrimination in great burying cavern according to claim 1, it is characterised in that：The step
In rapid 2, the core drilled through is processed into diameter and height than being 1:2 cylindrical rock sample, and carry out core seal with wax at moisturizing
Reason.
4. extrusion pressing type country rock large deformation method of discrimination in great burying cavern according to claim 1, it is characterised in that：The step
In rapid 3, the uniaxial compression test is realized by uniaxial compression instrument, and the uniaxial compression instrument is servo rigidity testing machine.
5. extrusion pressing type country rock large deformation method of discrimination in great burying cavern according to claim 1, it is characterised in that：The step
In rapid 4, the cavern's stress of weight stress off field concentrates maximum value σθmax_gravCalculation method be σθmax_grav=(3- λ) σ0max。
6. extrusion pressing type country rock large deformation method of discrimination in great burying cavern according to claim 1, it is characterised in that：The step
In rapid 4, the cavern's stress of tectonic stress off field concentrates maximum value σθmax_tectCalculation method be
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| CN110569606A (en) * | 2019-09-11 | 2019-12-13 | 长江水利委员会长江科学院 | Method for quantitatively designing axis arrangement of large-scale underground cavern in hard rock in canyon high-stress region |
| CN111412885A (en) * | 2020-04-23 | 2020-07-14 | 长江水利委员会长江科学院 | Large deformation prediction method for extruded surrounding rock of large buried depth tunnel |
| CN111425252A (en) * | 2020-03-31 | 2020-07-17 | 中铁二院工程集团有限责任公司 | Tunnel construction soft rock large deformation grading method |
| CN111504252A (en) * | 2020-04-23 | 2020-08-07 | 长江水利委员会长江科学院 | Method for predicting and forecasting expansive surrounding rock deformation of long-distance tunnel in advance |
| CN111551427A (en) * | 2020-04-23 | 2020-08-18 | 长江水利委员会长江科学院 | Advanced quantitative prediction method for large deformation of soft rock of deep-buried long tunnel |
| CN111551438A (en) * | 2020-04-23 | 2020-08-18 | 长江水利委员会长江科学院 | Method for evaluating large deformation anchoring control effect of soft rock of large buried depth tunnel |
| CN112985988A (en) * | 2021-02-18 | 2021-06-18 | 水电水利规划设计总院有限公司 | Method for judging damage depth of hard and complete surrounding rock rib with non-circular section |
| CN115660420A (en) * | 2022-10-26 | 2023-01-31 | 中铁二院工程集团有限责任公司 | Grading method for bottom bulging deformation risk level of ballastless track railway tunnel |
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| CN110569606A (en) * | 2019-09-11 | 2019-12-13 | 长江水利委员会长江科学院 | Method for quantitatively designing axis arrangement of large-scale underground cavern in hard rock in canyon high-stress region |
| CN111425252B (en) * | 2020-03-31 | 2021-07-20 | 中铁二院工程集团有限责任公司 | Tunnel construction soft rock large deformation grading method |
| CN111425252A (en) * | 2020-03-31 | 2020-07-17 | 中铁二院工程集团有限责任公司 | Tunnel construction soft rock large deformation grading method |
| CN111412885B (en) * | 2020-04-23 | 2021-07-27 | 长江水利委员会长江科学院 | Large deformation prediction method for extruded surrounding rock of large buried depth tunnel |
| CN111551427A (en) * | 2020-04-23 | 2020-08-18 | 长江水利委员会长江科学院 | Advanced quantitative prediction method for large deformation of soft rock of deep-buried long tunnel |
| CN111551438A (en) * | 2020-04-23 | 2020-08-18 | 长江水利委员会长江科学院 | Method for evaluating large deformation anchoring control effect of soft rock of large buried depth tunnel |
| CN111504252B (en) * | 2020-04-23 | 2021-07-02 | 长江水利委员会长江科学院 | Method for predicting and forecasting expansive surrounding rock deformation of long-distance tunnel in advance |
| CN111504252A (en) * | 2020-04-23 | 2020-08-07 | 长江水利委员会长江科学院 | Method for predicting and forecasting expansive surrounding rock deformation of long-distance tunnel in advance |
| CN111412885A (en) * | 2020-04-23 | 2020-07-14 | 长江水利委员会长江科学院 | Large deformation prediction method for extruded surrounding rock of large buried depth tunnel |
| CN111551438B (en) * | 2020-04-23 | 2023-01-17 | 长江水利委员会长江科学院 | Method for evaluating large deformation anchoring control effect of soft rock of large buried depth tunnel |
| CN111551427B (en) * | 2020-04-23 | 2023-01-17 | 长江水利委员会长江科学院 | Advanced quantitative prediction method for large deformation of soft rock of deep-buried long tunnel |
| CN112985988A (en) * | 2021-02-18 | 2021-06-18 | 水电水利规划设计总院有限公司 | Method for judging damage depth of hard and complete surrounding rock rib with non-circular section |
| CN115660420A (en) * | 2022-10-26 | 2023-01-31 | 中铁二院工程集团有限责任公司 | Grading method for bottom bulging deformation risk level of ballastless track railway tunnel |
| CN115660420B (en) * | 2022-10-26 | 2024-01-23 | 中铁二院工程集团有限责任公司 | Grading method for bottom bulge deformation risk level of ballastless track railway tunnel |
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| CN108871262B (en) | 2019-06-18 |
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