CN112307606A - Method for determining construction time of secondary lining of shallow-buried highway tunnel - Google Patents
Method for determining construction time of secondary lining of shallow-buried highway tunnel Download PDFInfo
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Abstract
The invention relates to a method for determining construction time of a secondary lining of a shallow-buried highway tunnel. According to the method, the concept of the stress release rate delta and the displacement release rate omega of the surrounding rock of the tunnel is introduced, the change condition and the rule of the stress and the displacement of the surrounding rock in the tunnel excavation process are disclosed, and the quantitative relation between delta and omega is calculated by utilizing numerical simulation. And then calculating the displacement release rate of the surrounding rock according to the field test condition of the displacement inside the surrounding rock of the shallow buried section so as to obtain the stress release condition. And finally, determining the reasonable load born by the secondary lining according to the stress release so as to judge the correct construction time of the secondary lining. The method provided by the invention can be used for deducing the stress change condition of the surrounding rock from the displacement test data which is easy to obtain to judge the secondary lining construction time, and the judgment standard formulated by the method is objective, real, strong in operability, and universal and generalized.
Description
Technical Field
The invention relates to a quantification method for constructing a secondary lining of a shallow-buried highway tunnel, in particular to a determination method for constructing time of the secondary lining of the shallow-buried highway tunnel.
Background
For shallow tunnels, composite lining is needed due to shallow burying depth, severe rock weathering, poor self-stability capability and low bearing capacity; the secondary lining is used as a main bearing structure, and scientific determination of the supporting time is a key technical problem in tunnel design and construction. If the construction time is too early and the stress release of the surrounding rock is insufficient, the secondary lining bears too large load and is not beneficial to fully exerting the self-stability characteristic of the surrounding rock, and if the construction time is too late, instability is caused due to too large deformation of the surrounding rock.
At present, relevant regulations are standardized aiming at the secondary lining supporting opportunity: the technical specification of highway tunnel construction (JTGF 60-2009) stipulates that the arch crown is suitable for supporting when the sinking rate of the arch crown is less than 0.07-0.15 mm/d; the technical specification of the support of the sprayed concrete of the anchor rod (GB 50086) stipulates that each generated displacement reaches 80-90% of the total amount of each predicted displacement, and the support is suitable for support. The scholars also carry out related research and can be classified into three types: 1) based on the field measured data analysis method: by monitoring the change condition of tunnel surrounding rock displacement or stress, analyzing the deformation rule and stability of the surrounding rock, and determining the construction time of the secondary lining. 2) A mathematical calculation analysis method based on a mechanical theory comprises the following steps: and theoretically analyzing the stress and deformation conditions of the surrounding rock through mechanics knowledge, and calculating the construction time of the secondary lining. 3) Numerical simulation analysis method: and (3) simulating and calculating the displacement and stress change conditions of surrounding rocks and supporting structures in the tunnel excavation and supporting process through finite element analysis software, and analyzing and determining the construction time of the secondary lining. The three methods have certain one-sidedness, and part of the methods are complicated to operate. Therefore, a simple, universal and scientific method must be found.
Disclosure of Invention
The invention aims to provide a method for determining the construction time of a secondary lining of a shallow-buried highway tunnel, which is used for obtaining the construction time of the secondary lining based on numerical simulation and field test.
The general concept of the invention is: the method comprises the steps of calculating a quantitative relation between the stress release rate delta and the displacement release rate omega of tunnel surrounding rocks, reversely deducing the stress release value of the surrounding rocks according to the displacement release value in the shallow-buried surrounding rocks, and determining the correct construction time by combining reasonable loads borne by secondary lining.
The method specifically comprises the following steps:
the first step is as follows:
two parameters were introduced: the stress release rate delta and the displacement release rate omega of the surrounding rock;
converting any point K in the surrounding rock at the moment of tunnel excavation from the original balance state into an unbalance state, and assuming that the radial stress at the moment is sigmasStress at new equilibrium is σfRadial stress at K at any time t is σtDefining the stress release rate of the surrounding rock at the time t as delta:
assuming that the radial displacement of any point K in the surrounding rock at the moment after the tunnel is excavated is usRadial displacement when the stress of the surrounding rock is re-balanced is ufThe radial displacement of the K point at any time t is utDefining the surrounding rock displacement release rate omega at the time t as:
the moment of tunnel excavation is taken as a time starting point, and the moment is taken as a displacement reference 0 point. When t is 0, musIf 0, equation (2) can be simplified as:
the displacement change of the surrounding rock is the result of stress release, and the stress release rate δ and the displacement release rate ω are both related to the time t and have corresponding relation between the two, then:
δ＝δ(t) ω＝ω(t) (4)
δ＝f(ω) (5)
the second step is that: and (4) performing tunnel excavation numerical simulation, and calculating to obtain a quantitative relation between the stress release rate delta and the displacement release rate omega.
The third step: and carrying out field test on the displacement inside the surrounding rock of the shallow buried section of the tunnel to obtain a surrounding rock displacement-time curve graph. And (3) according to the load borne by the secondary lining required by the specification, and then combining the quantitative relation between delta and omega to obtain the corresponding displacement release rate omega. And determining the correct time for applying the secondary lining according to the value of omega and the surrounding rock displacement-time curve graph.
The invention has the beneficial effects that: the method disclosed by the invention has the advantages that by introducing the concepts of the stress release rate delta and the displacement release rate omega of the surrounding rock of the tunnel and utilizing numerical simulation software to calculate the quantitative relation between delta and omega, the change condition and rule of the stress and displacement of the surrounding rock during tunnel excavation are essentially disclosed. The secondary lining is used as a main bearing structure, the construction time is more reasonable from the stress angle, but the measurement of the stress of the surrounding rock on the engineering site is complex and expensive.
Drawings
FIG. 1 is a diagram of a numerical calculation model;
FIG. 2 is a delta-omega plot;
FIG. 3 is a schematic diagram of the burying of a multi-point displacement meter;
FIG. 4 is a graph of cumulative displacement versus time of the monitored cross section of FIG. 1;
FIG. 5 is a graph showing cumulative displacement versus time of a monitored section;
FIG. 6No.3 is a graph showing cumulative displacement versus time of the monitored cross section.
Detailed Description
The present invention will be described in detail with reference to specific embodiments.
The invention introduces two parameters: the stress release rate delta of the surrounding rock and the displacement release rate omega of the surrounding rock.
Converting any point K in the surrounding rock at the moment of tunnel excavation from the original balance state into an unbalance state, and assuming that the radial stress at the moment is sigmasStress at new equilibrium is σfRadial stress at K at any time t is σtDefining the stress release rate of the surrounding rock at the time t as delta:
assuming that the radial displacement of any point K in the surrounding rock at the moment after the tunnel is excavated is usRadial displacement when the stress of the surrounding rock is re-balanced is ufThe radial displacement of the K point at any time t is utDefining the surrounding rock displacement release rate omega at the time t as:
the moment of tunnel excavation is taken as a time starting point, and the moment is taken as a displacement reference 0 point. When t is 0, musIf 0, equation (2) can be simplified as:
the displacement change of the surrounding rock is the result of stress release, and the stress release rate δ and the displacement release rate ω are both related to the time t and have corresponding relation between the two, then:
δ＝δ(t) ω＝ω(t) (4)
δ＝f(ω) (5)
the displacement release rate at any time t corresponds to the corresponding stress release rate, and the quantitative relation between the displacement release rate and the stress release rate is obtained through simulation calculation. And finally, determining the reasonable load born by the secondary lining according to the stress release so as to judge the reasonable time for applying the secondary lining.
The method comprises the following specific implementation steps:
the first step is as follows: tunnel surrounding rock geological parameters are obtained according to engineering geological exploration data, tunnel excavation numerical simulation is conducted, and the quantitative relation between the surrounding rock stress release rate delta and the displacement release rate omega is obtained through extracting the calculation data of the simulation monitoring points.
The second step is that: and obtaining an accumulated displacement-time curve graph of the surrounding rock through field test of the displacement inside the surrounding rock of the shallow buried section.
The third step: and calculating the corresponding stress release rate of the surrounding rock according to the proportion requirement of the secondary lining load bearing specified by the specification. And (3) combining the quantitative relation between delta and omega determined in the first step to obtain a corresponding displacement release rate and obtain the reasonable construction time of the secondary lining according to the accumulated displacement-time curve diagram in the second step.
Example (b):
the covering layer of the shallow buried section of a tunnel mainly comprises a fourth series of powdery clay and crushed stone-containing powdery clay, and a third series of powdery sand, gravel sand, round gravel, pebbles and the like distributed between the bottom of basalt and tuff. The underburden bedrock is mainly tuff and basalt, and the rock quality is hard; the structure of the section is relatively developed and is affected by the structure, and the integrity of the rock is poor.
1) Numerical simulation calculation
Simulation software is adopted to carry out simulation analysis on tunnel excavation, the calculation principle follows continuous medium hypothesis, the calculation integral of each time step is used for solving, in the calculation process, the coordinates of the nodes and the unit are continuously updated along with the increase of deformation, the large deformation of the medium can be obtained, and the practical situation of approaching geotechnical engineering problems is facilitated. And (3) determining a model range by referring to geological conditions and actual tunnel design conditions and considering the influence range of tunnel excavation: the left and right sides of the tunnel are respectively provided with 3 times of excavation span, the bottom of the tunnel is provided with 2 times of excavation span, the upper part of the tunnel is valued according to the actual buried depth, the longitudinal length is 30m, and the figure is 1.
The Mohr-Coulomb criterion is adopted as the numerical calculation yield criterion, and is widely applied to geotechnical engineering research because the principle can reflect important characteristics closely related to the ball stress and the partial stress when the geotechnical materials yield. The mechanical parameters of the surrounding rock and the supporting structure are shown in the table 1.
TABLE 1 analog computational mechanics parameter table
And selecting a simulation measuring point, and calculating to obtain a relation curve of the stress release rate and the displacement release rate shown in figure 2.
As can be seen from fig. 2: the displacement release rate gradually increases along with the increasing of the stress release rate; before the stress release rate reaches 40%, the rate of increase in the displacement release rate gradually increases. The initial supporting structure is not constructed in the early stage of stress release, and the released surrounding rock stress is mainly borne by rock bodies around the tunnel, so that the deformation of the surrounding rock is large; after the stress release rate reached 40%, the rate of increase in the displacement release rate gradually slowed down. The method mainly forms the surrounding rock basically through the internal balance arch of the early deformation, and effectively limits the deformation of the surrounding rock under the action of the primary support, which is consistent with the actual situation on site.
2) On-site test of displacement inside surrounding rock
The method aims at the problem that the conventional displacement monitoring is mostly carried out after a tunnel is excavated for a period of time, and the monitoring data can not reflect the displacement change condition of surrounding rocks in the whole process. The field monitoring adopts a mode of embedding a multipoint displacement meter from the earth surface, the installation is completed before the tunnel excavation, and the monitoring is started at the moment when the tunnel excavation is completed, so that the whole process monitoring of the displacement of the surrounding rock is realized, and a test sketch is shown in figure 3.
The instrument used in the field test is a BGK-A3 type multipoint displacement meter, the resolution is 0.001 percent FPS, and a BGK-4450 type displacement sensor is used. 3 monitoring sections are arranged at the shallow buried section, three measuring points are buried in each monitoring section, the buried points are all located right above the central axis of the arch crown of the tunnel, and the position information of each monitoring point is shown in a table 2.
TABLE 2 Multi-point displacement meter location information table
The field test is divided into 6 steps: marking the position, drilling a test hole, embedding and anchoring an assembling instrument, installing a base, measuring and reading, and measuring and reading according to a certain period by taking the excavation of the tunnel face to the monitored section as a time starting point.
And measuring the monitoring data of 9 measuring points of the three monitoring sections, and drawing an accumulated displacement-time relation curve chart of each point, which is shown in the figures 4-6. As can be seen from fig. 4 to 6: for the same monitoring section, the smaller the distance from the vault of the tunnel, the larger the cumulative displacement of the surrounding rocks; for different monitoring sections, the final accumulated displacement of the surrounding rock gradually increases along with the increase of the depth of the overlying rock layer of the tunnel. Because the surrounding rock stress of the shallow tunnel is mainly caused by the dead load of the overlying rock and soil, the thickness of the overlying rock and soil layer is increased. Displacement is increased due to increase of surrounding rock load; the displacement change of the surrounding rock goes through two stages of rapid growth and gradual stabilization. Due to the fact that the tunnel burial depth and the measuring point depth are different, the time intervals of the two stages are slightly different, but the whole trend rules are consistent.
3) Secondary lining construction time determination
The quantitative relation of delta-omega is obtained from the first step, and the accumulated displacement-time relation curve graph obtained from the second step is combined. According to the requirements of the civil engineering of the first volume of the design specification of the highway tunnel (JTG 3370.1-2018), for the V-level surrounding rock composite lining structure, the load born by the secondary lining is not less than 60%, and the secondary lining is required to be supported when the stress release rate reaches 40%. From the quantitative relation of delta-omega, when the stress release rate reaches 40%, the corresponding displacement release rate is 69%, the final displacement value of the surrounding rock is obtained through analysis of an accumulated displacement-time relation curve graph, and the supporting time of the secondary lining is obtained by combining the displacement release rate, which is shown in table 3.
TABLE 3 Secondary Lining construction time table
As can be seen from the table: for the shallow tunnel, the optimal supporting time of the secondary lining is finished within 14-19 days after the tunnel is excavated.
The invention is not limited to the examples, and any equivalent changes to the technical solution of the invention by a person skilled in the art after reading the description of the invention are covered by the claims of the invention.
Claims (5)
1. The method for determining the construction time of the secondary lining of the shallow-buried highway tunnel is characterized by comprising the following steps of:
the first step is as follows:
two parameters were introduced: the stress release rate delta and the displacement release rate omega of the surrounding rock;
converting any point K in the surrounding rock at the moment of tunnel excavation from the original balance state into an unbalance state, and assuming that the radial stress at the moment is sigmasStress at new equilibrium is σfRadial stress at K at any time t is σtDefining the stress release rate of the surrounding rock at the time t as delta:
assuming that the radial displacement of any point K in the surrounding rock at the moment after the tunnel is excavated is usRadial displacement when the stress of the surrounding rock is re-balanced is ufThe radial displacement of the K point at any time t is utDefining the surrounding rock displacement release rate omega at the time t as:
the second step is that: tunnel excavation numerical simulation
Simulation software is adopted to carry out simulation analysis on tunnel excavation, the displacement change of the surrounding rock is the result of stress release, the stress release rate delta and the displacement release rate omega are both related to the time t, a corresponding relation exists between the stress release rate delta and the displacement release rate omega, and the quantitative relation between the stress release rate delta and the displacement release rate omega can be obtained through numerical simulation calculation;
the third step: carrying out field test on the displacement inside the surrounding rock of the shallow buried section of the tunnel to obtain a surrounding rock displacement-time curve graph; calculating corresponding stress release rate according to the load borne by the secondary lining required by the specification, and then combining the quantitative relation between delta and omega to obtain corresponding displacement release rate omega; and determining the correct time for applying the secondary lining according to the value of omega and the surrounding rock displacement-time curve graph.
2. The method for determining the construction time of the secondary lining of the shallow-buried highway tunnel according to claim 1, wherein the construction time of the secondary lining of the shallow-buried highway tunnel is determined by the following steps: when simulation software is adopted to carry out simulation analysis on tunnel excavation, the calculation principle follows continuous medium hypothesis, the calculation integral of each time step is used for solving, and in the calculation process, the coordinates of the nodes and the unit are continuously updated along with the increase of deformation, so that the large deformation of the medium can be obtained.
3. The method for determining the construction time of the secondary lining of the shallow-buried highway tunnel according to claim 2, wherein the construction time of the secondary lining of the shallow-buried highway tunnel is determined by the following steps: the Mohr-Coulomb criterion is adopted for the numerical calculation yield criterion.
4. The method for determining the construction time of the secondary lining of the shallow-buried highway tunnel according to claim 1, wherein the construction time of the secondary lining of the shallow-buried highway tunnel is determined by the following steps: a BGK-A3 type multipoint displacement meter is adopted in field test of displacement inside surrounding rocks of a shallow buried section of a tunnel, three monitoring sections are arranged at the shallow buried section, three measuring points are buried in each monitoring section, and the buried points are all located right above a central axis of a vault of the tunnel.
5. The method for determining the construction time of the secondary lining of the shallow-buried highway tunnel according to claim 4, wherein the construction time of the secondary lining of the shallow-buried highway tunnel is determined by the following steps: and taking the tunnel face excavated to the monitoring section as a time starting point, and measuring the reading of the multipoint displacement meter according to a certain period.
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| CN115639619A (en) * | 2022-11-18 | 2023-01-24 | 云南省交通投资建设集团有限公司 | Method for estimating stress release rate of surrounding rock of multi-arch tunnel |
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| 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 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| 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 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115639619A (en) * | 2022-11-18 | 2023-01-24 | 云南省交通投资建设集团有限公司 | Method for estimating stress release rate of surrounding rock of multi-arch tunnel |
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Application publication date: 20210202 |