CN117738743B - Method for monitoring adaptive surrounding rock supporting structure of long mountain tunnel - Google Patents
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Abstract
The invention relates to a method for monitoring an adaptive surrounding rock supporting structure of a long mountain tunnel. Determining one or more sections to be monitored in a long mountain tunnel, wherein the one or more sections to be monitored have different section types; determining a first type monitoring method set for one or more section surrounding rock sections to be monitored and a second type monitoring method set for one or more section supporting sections to be monitored; and based on the section type, selecting one or more first type monitoring methods from the first type monitoring method set to monitor the surrounding rock part and selecting one or more second type monitoring methods from the second type monitoring method set to monitor the supporting part. In this way, the change condition of the surrounding rock can be reflected in time through the stress strain condition of the supporting structure, and meanwhile, the monitoring system is adaptively corrected, so that the adverse position in the surrounding rock condition can be accurately monitored.
Description
Technical Field
The invention relates to the technical field of underground engineering in general, in particular to a method for monitoring an adaptive surrounding rock supporting structure of a long mountain tunnel.
Background
At present, the existing tunnel monitoring technology is difficult to realize accurate tunnel surrounding rock deformation control monitoring when facing complex stratum and unfavorable geology. In the tunnel engineering construction of crossing karst strata and various fracture zones, a series of problems such as construction safety threat, construction cost increase, slow construction progress and the like can be caused. For tunnel surrounding rock supporting data of long and large tunnels and complicated geological conditions, the construction technology lacks a numerical foundation due to inaccuracy, and effective construction control and management are difficult to perform. In particular, for long mountain tunnels, the distance of crossing the mountain is long, and the uncertainty of surrounding rock is difficult to carry out unified risk assessment on the safety of the supporting structure in the face of various surrounding rock conditions, so that the supporting structure needs to be subjected to further refined construction control and management in the construction process. This not only increases engineering risks, but may also lead to engineering delays and cost overstocks.
There is therefore a need for a method of accurately monitoring deformation of a tunnel surrounding rock support structure that can accommodate various formations and geology, to at least partially address the problems of the prior art.
Disclosure of Invention
The invention aims to provide a method for monitoring an adaptive surrounding rock supporting structure of a long mountain tunnel, which aims to at least partially solve the problems in the prior art.
According to a first aspect of the invention, a method for monitoring an adaptive surrounding rock supporting structure of a long mountain tunnel is provided. The method comprises the following steps: determining one or more sections to be monitored in the long mountain tunnel, wherein the one or more sections to be monitored have different section types; determining a first type monitoring method set for one or more section surrounding rock sections to be monitored and a second type monitoring method set for one or more section supporting sections to be monitored; and based on the section type, selecting one or more first type monitoring methods from the first type monitoring method set to monitor the surrounding rock part, and selecting one or more second type monitoring methods from the second type monitoring method set to monitor the supporting part, wherein the first type monitoring method and the second type monitoring method respectively respond to the difference of the section types and have different first specific monitoring schemes and different second specific monitoring schemes, so that the deformation of the surrounding rock part, the load born by the supporting part, the stress strain of the supporting part and the like are monitored.
In some embodiments, the section to be monitored includes a face. Correspondingly, the surrounding rock part comprises the surrounding rock of the face.
In some embodiments, the section to be monitored is supported by an arch structure and the section type includes one or more of a conventional limestone section, karst section, and fracture zone section; the first type of monitoring method set comprises one or more of surrounding rock stress monitoring, anchor rod axial force monitoring and fracture water pressure monitoring; and the second type of monitoring method set includes one or more of surrounding rock pressure monitoring, primary support secondary liner contact stress monitoring, and arch internal force monitoring.
In some embodiments, the method further comprises: the shoulder, crown and skirt of the arch are set as typical positions in the first and second specific monitoring schemes.
In some embodiments, the method further comprises: in response to determining that the profile type is a conventional limestone profile, determining surrounding rock stress monitoring, bolt shaft force monitoring, and fracture water pressure monitoring as a first type of monitoring method, and determining surrounding rock pressure monitoring, primary support secondary liner contact stress monitoring, and arch internal force monitoring as a second type of monitoring method.
In some embodiments, the method further comprises: in response to determining that the profile type is karst, bolt shaft force monitoring and fracture water pressure monitoring are determined as a first type of monitoring method, and surrounding rock pressure monitoring, primary support secondary liner contact stress monitoring and arch internal force monitoring are determined as a second type of monitoring method.
In some embodiments, the method further comprises: in response to determining that the fracture type is a fracture zone fracture, bolt shaft force monitoring and fracture water pressure monitoring are determined as a first type of monitoring method, and surrounding rock pressure monitoring, primary support secondary liner contact stress monitoring and arch internal force monitoring are determined as a second type of monitoring method.
In some embodiments, the method further comprises: in response to determining that the profile type is a conventional limestone profile, wherein the first specific monitoring scheme comprises: surrounding rock stress monitoring specifically includes: using a drilling stress meter, arranging two stress meters through one drilling, and measuring the internal stress of a conventional limestone section; the monitoring of the bolt shaft force specifically includes: two reinforcing steel bar stress meters are respectively arranged at the head and the tail of the anchor rod at the typical position at the section of the conventional limestone for monitoring; the crack water pressure monitoring specifically comprises: and placing an osmometer in a second drilling hole of the surrounding rock stress to measure the fracture water pressure for monitoring. The second specific monitoring scheme includes: surrounding rock pressure monitoring specifically includes: welding a surrounding rock pressure gauge on an arch frame to monitor the surrounding rock pressure, wherein the pressure gauge is positioned on the contact surface of the primary support and the surrounding rock, and one pressure gauge is placed at each typical position; the primary support secondary lining contact stress monitoring specifically comprises the following steps: placing a pressure gauge on the contact surface of the primary support and the secondary lining, measuring the contact pressure of the primary support and the secondary lining, and placing one pressure gauge at each typical position; force monitoring in the bow member specifically includes: the arch is monitored by placing a steel bar stress meter, and each typical position is provided with one group and two groups.
In some embodiments, the method further comprises: in response to determining that the fracture type is karst fracture, wherein the first specific monitoring scheme comprises: the monitoring of the bolt shaft force specifically includes: two reinforcing steel bar stress meters are respectively arranged at the head and the tail of the anchor rod at the typical position at the karst section for monitoring; the crack water pressure monitoring specifically comprises: punching holes on the arch shoulder, the arch crown and the arch foot respectively, putting an osmometer in the holes, and placing one osmometer at each typical position for monitoring; the second specific monitoring scheme includes: surrounding rock pressure monitoring and primary support secondary lining contact stress monitoring specifically include: the monitoring of the pressure of the surrounding rock and the contact stress of the primary support and the secondary lining comprises the steps of adding two groups of surrounding rock pressure gauges between the shoulders and the feet and two groups of surrounding rock pressure gauges between the shoulders and the feet on the basis of conventional limestone section monitoring, wherein each group of pressure gauges is two, one of the pressure gauges is placed on the contact surface of the primary support and the surrounding rock, the other pressure gauge is placed on the contact surface of the primary support and the secondary lining, steel bars are selected as rod pieces for connection, and the steel arch is used as a support for monitoring the pressure of the surrounding rock; force monitoring in the bow member specifically includes: and installing a steel bar stress meter on the I-steel support for monitoring the stress.
In some embodiments, in response to determining that the fracture type is a fracture zone fracture, the first specific monitoring scheme comprises: the monitoring of the bolt shaft force specifically includes: a stress meter is set in the middle of the anchor rod, stress of the anchor rod is monitored, and each typical position is provided with one stress meter; the crack water pressure monitoring specifically comprises: an osmometer is added between the two side shoulders and the arch springing, and an osmometer is added between the two side shoulders and the arch springing; the second specific monitoring scheme includes: surrounding rock pressure monitoring and primary support secondary lining contact stress monitoring specifically include: the monitoring of the pressure of the surrounding rock and the contact stress of the primary support and the secondary lining comprises the steps of adding two groups of surrounding rock pressure gauges between the shoulders and the feet and two groups of surrounding rock pressure gauges between the shoulders and the feet on the basis of conventional limestone section monitoring, wherein each group of pressure gauges is two, one of the pressure gauges is placed on the contact surface of the primary support and the surrounding rock, the other pressure gauge is placed on the contact surface of the primary support and the secondary lining, steel bars are selected as rod pieces for connection, and the steel arch is used as a support for monitoring the pressure of the surrounding rock; force monitoring in the bow member specifically includes: the steel bar stress gauge is arranged on the I-steel support for monitoring the stress, and each typical position is placed with one.
In some embodiments, the method further comprises: and monitoring one or more sections to be monitored by using the first specific monitoring scheme and the second specific monitoring scheme so as to obtain target monitoring data aiming at the one or more sections to be monitored.
The embodiments of the invention have at least the following beneficial effects:
The scheme adopts an innovative monitoring method, and the monitoring is carried out by adopting a corresponding scheme through combining different section surrounding rock conditions. In this way, the change condition of the surrounding rock can be reflected in time through the stress strain condition of the supporting structure, and meanwhile, the monitoring system is adaptively corrected, so that the adverse position in the surrounding rock condition can be accurately monitored. Moreover, the adaptive monitoring mode can monitor the stress strain condition of surrounding rock and the stress deformation condition of support in real time. In this way, accurate data of the tunnel surrounding rock support at the karst bottom layer and various fracture zones can be obtained. These data are critical to ensure stability and security of the tunnel.
Through accurate surrounding rock support monitoring, problems can be found in time and corresponding measures can be taken, so that construction cost is effectively controlled, construction safety is ensured, and smooth penetration of a tunnel is promoted. The monitoring method has positive effects on improving construction efficiency and quality.
The data obtained by the monitoring method not only ensures the safe and rapid progress of construction crossing the broken belt and the karst section, but also provides a precious data foundation for the tunnel construction technology research of large-length tunnels and complex strata. The data can help engineers and researchers to better understand the characteristics of tunnel construction under different geological conditions, and further optimize construction technology and scheme. By continuously accumulating and analyzing the data, the technical progress in the field of tunnel engineering can be promoted, and the safety and reliability of construction are improved.
It should be understood that the description in this summary is not intended to limit the critical or essential features of the embodiments of the invention, nor is it intended to limit the scope of the invention. Other features of the present invention will become apparent from the description that follows.
Drawings
The above, as well as additional purposes, features, and advantages of embodiments of the present invention will become apparent in the following detailed written description and claims upon reference to the accompanying drawings. Several embodiments of the present invention are illustrated by way of example, and not by way of limitation, in the figures of the accompanying drawings and in which:
Fig. 1 is a schematic diagram of a method for monitoring an adaptive surrounding rock supporting structure of a long mountain tunnel according to an exemplary embodiment of the present invention.
Fig. 2 is a schematic diagram of a typical position monitoring of a conventional limestone section according to an exemplary embodiment of the invention.
FIG. 3 is a schematic view of a representative location monitoring of a karst section according to an exemplary embodiment of the invention.
FIG. 4 is a schematic diagram of exemplary position monitoring of a fracture zone cross-section in accordance with an exemplary embodiment of the present invention.
Like or corresponding reference characters indicate like or corresponding parts throughout the several views.
Detailed Description
Embodiments of the present invention will be described in more detail below with reference to the accompanying drawings. While the invention is susceptible of embodiment in the drawings, it is to be understood that the invention may be embodied in various forms and should not be construed as limited to the embodiments set forth herein, but rather are provided to provide a more thorough and complete understanding of the invention. It should be understood that the drawings and embodiments of the invention are for illustration purposes only and are not intended to limit the scope of the present invention.
In describing embodiments of the present invention, the term "comprising" and its like should be taken to be open-ended, i.e., including, but not limited to. The term "based on" should be understood as "based at least in part on". The term "one embodiment" or "the embodiment" should be understood as "at least one embodiment". The terms "first," "second," and the like, may refer to different or the same object. Other explicit and implicit definitions are also possible below.
As mentioned before, the current tunnel monitoring technology cannot accurately monitor the deformation of surrounding rocks of a tunnel in a complex stratum and poor geology, and problems of construction safety threat, increase of construction cost and slow construction progress can occur in tunnel engineering construction of crossing karst strata and various fracture zones, and the data of surrounding rocks of a long tunnel and a complex bottom layer are inaccurate, so that the construction technology is lack of a numerical foundation and is difficult to carry out.
Aiming at the problems, the scheme relies on a concrete construction tunnel project in Chongqing, and the influence of surrounding rock quality on surrounding rock pressure is found to be large through the trial calculation result of numerical simulation. In particular, the more broken the rock mass, the greater the forces to which the support structure is subjected, while the presence of parallel joints also causes problems of bias of the tunnel. Under the continuous medium assumption, the stress of the supporting structure is larger, and the stress of the concrete lining is about 10% of the internal stress of the steel arch. These numerical calculations will provide guidance for the monitoring operation of the project. Thus, the present monitoring will focus on the interactions of the surrounding rock supports, the surrounding rock pressure, and the surrounding rock internal stresses. The specific monitoring content comprises a bolt shaft force, surrounding rock pressure, surrounding rock stress, primary support secondary lining contact stress, primary support stress and fracture water pressure, and the monitoring content of different monitoring sections can be different.
On the basis, the invention provides a monitoring scheme for the adaptive surrounding rock supporting structure of the long mountain tunnel, which can be used for adaptively monitoring the stress strain condition of the surrounding rock and the supporting stress deformation condition by adopting different schemes in combination with the section condition so as to obtain accurate data of the surrounding rock supporting of the tunnel at a karst bottom layer and various section breaking zones, ensure the safe and rapid progress of construction passing through the breaking zones and the karst sections, and simultaneously provide a data base for the tunnel construction technology research of the long tunnel and the complex stratum.
An exemplary embodiment of the present invention will be described in detail with reference to fig. 1 to 4.
Fig. 1 is a schematic diagram of a method 100 for monitoring an adaptive surrounding rock supporting structure of a long mountain tunnel according to an exemplary embodiment of the present invention. As shown in fig. 1, at block 101 of method 100, one or more sections to be monitored are determined in a long mountain tunnel, the one or more sections to be monitored having different section types. In one embodiment, the profile type may be determined at least in part by the surrounding rock class. In other words, the profile type may equally be replaced by the surrounding rock grade in embodiments of the invention.
In some embodiments, the monitored fracture may be categorized into conventional limestone fracture monitoring, karst fracture monitoring, and fault zone fracture monitoring from geological conditions in the geological report.
It should be understood that the karst section is located within a karst development stage where the surrounding rock lithology is light gray dolomite limestone, argillaceous dolomite salt-sandwiched karst breccia and limestone, and is harder rock. The surrounding rock in the section is broken, the uniaxial saturated compressive strength of the rock is 40MPa, and the rock belongs to four-stage surrounding rock. The groundwater outlet form in the section is mainly in the shape of strand or drip, and the local is mainly in the shape of rain or gush.
It will also be appreciated that the fracture surface of the fracture zone is in the surrounding rock environment where the rock mass is fractured into a cementitious mass and the rock mass is extruded into a clastic form. Surrounding rock belongs to five-level surrounding rock, the rock mass of a part of areas in the section is rich in crevice water, the water outlet form is mainly in a rain shape or a gushing shape, the fault zone possibly meets mud gushing water, the groundwater of other areas does not develop, and the water outlet form is mostly water seepage or drip water outlet.
It should be understood that the surrounding rock environment where the conventional limestone section is located is mostly thick sandstone, harder rock and complete rock mass, the surrounding rock section belongs to three-level surrounding rock, the underground water of the section is developed, the water outlet form is mostly rain-shaped, and the water can be locally discharged in a strand shape.
At block 103, a first type of monitoring method set for one or more section wall rock portions to be monitored and a second type of monitoring method set for one or more section support portions to be monitored are determined. In some embodiments, the section to be monitored includes a face. Correspondingly, the surrounding rock part comprises the surrounding rock of the face.
In some embodiments, the first type of monitoring method set includes one or more of surrounding rock stress monitoring, bolt shaft force monitoring, and fracture water pressure monitoring, and the second type of monitoring method set includes one or more of surrounding rock pressure monitoring, primary support secondary liner contact stress monitoring, and intra-arch force monitoring. In one embodiment, the section to be monitored is supported by the arch structure, so that the shoulders, crown and footer of the arch can be set to typical positions in the first and second specific monitoring schemes.
At block 105, one or more first type monitoring methods are selected from a first type monitoring method set to monitor the surrounding rock portion and one or more second type monitoring methods are selected from a second type monitoring method set to monitor the supporting portion based on the profile type, wherein the first type monitoring method and the second type monitoring method have different first specific monitoring schemes and different second specific monitoring schemes, respectively, in response to the profile type being different.
In one embodiment, in response to determining that the profile type is a conventional limestone profile, the surrounding rock stress monitoring, the bolt shaft force monitoring, and the fracture water pressure monitoring may be determined as a first type of monitoring method, and the surrounding rock pressure monitoring, the primary support secondary liner contact stress monitoring, and the intra-arch force monitoring may be determined as a second type of monitoring method.
In one embodiment, in response to determining that the profile type is karst, bolt shaft force monitoring and fracture water pressure monitoring may be determined as a first type of monitoring method and surrounding rock pressure monitoring, primary support secondary liner contact stress monitoring and intra-arch force monitoring may be determined as a second type of monitoring method.
In one embodiment, in response to determining that the profile type is a fracture zone profile, bolt shaft force monitoring and fracture water pressure monitoring may be determined as a first type of monitoring method and surrounding rock pressure monitoring, primary support secondary liner contact stress monitoring and intra-arch force monitoring may be determined as a second type of monitoring method.
In one embodiment, the anchor stress monitoring may be designed as follows. Through numerical simulation trial calculation, the plastic area around the tunnel is about 2m after the tunnel is excavated, so that the anchor rod passes through the crushing area, the plastic area is finally anchored in the elastic area, 1-2 anchor rods are selected at the vault, the vault shoulder and the vault foot respectively according to the monitoring design, anchor rod stress meters are respectively arranged at the end head and the end tail of the anchor rod on the section of a typical limestone, the stress of the anchor rod is monitored, and the influence of excavation stress release on the anchor rod is studied; the anchoring effect of the anchor rod at the tail end is not obvious due to the incompleteness and the fragility of surrounding rock at the karst section and the fragility of the fragmenting zone section, so that a stress meter is set in the middle of the anchor rod to monitor the stress of the anchor rod.
In one embodiment, the fracture water pressure monitoring may be designed as follows. The crack water pressure in mountain tunnels directly influences the stability of the structure, although the tunnel construction carries out reinforcement measures such as advanced water detection, grouting water shutoff and the like, after the tunnel construction is supported, the movement of water is still one of factors influencing the overall safety state of the tunnel, the water pressure is greatly influenced when the tunnel passes through water-rich stratum such as reservoirs and the like, so the monitoring of the crack water pressure is particularly important, the monitoring is initially determined to be that crack water pressure distribution is monitored by drilling holes at vaults, vaults and feet, one water-rich section and one water-free section are selected according to a geological survey report, the osmometer is encrypted when the tunnel passes through the Sanjiang reservoir, and the specific section selection and the osmometer number selection are carried out according to advanced geological forecast.
In one embodiment, the surrounding rock stress monitoring may be designed as follows. The surrounding rock stress monitoring uses a borehole stress meter, and two stress meters are arranged through one borehole to measure the internal stress of the section.
In one embodiment, the surrounding rock pressure monitoring may be designed as follows. In order to find the most reasonable surrounding rock pressure monitoring scheme, numerical simulation and theoretical calculation are adopted to support surrounding rock pressure data, different surrounding rock pressure monitoring schemes are respectively selected for two sections, a surrounding rock pressure box is selected to be welded on a grid arch for monitoring the surrounding rock pressure for a more complete section of a rock body, a steel bar is selected to be connected as a rod piece for the more broken section of the rock body, and the steel arch is used as a support for monitoring the surrounding rock pressure.
In one embodiment, the intra-arch force monitoring may be designed as follows. In the construction scheme, different arch sections are selected for surrounding rocks of different levels, the grid arch is selected for supporting the rock mass more complete sections, and the I-shaped steel frame is selected for supporting the rock mass more broken sections.
In one embodiment, primary backing contact stress monitoring may be designed as follows. Monitoring the contact stress between the primary support and the secondary lining, and determining the proportion of the pressure of the surrounding rock between the primary support and the secondary lining under different surrounding rock grades and under poor geology such as karst, broken bands and the like; the space-time effect of primary support bearing capacity is studied in combination with surrounding rock pressure and surrounding rock stress monitoring, and a convergence constraint method is corrected; and comparing with the numerical simulation result, discussing the ratio of the bearing capacity of the primary support to the secondary support in different support forms under different support pressures, and discussing the most reasonable range of the surrounding rock support interaction under the stratum without passing through the deformation of the surrounding rock.
After the first type monitoring method and the second type monitoring method are designed, monitoring arrangement of various types of sections can be considered, and a specific monitoring scheme is obtained.
Fig. 2 is a schematic diagram of a typical position monitoring of a conventional limestone section according to an exemplary embodiment of the invention. In one embodiment, referring to fig. 2, a conventional limestone section monitoring arrangement is as follows. The limestone section is mostly three-level surrounding rock, the rock belongs to harder rock, based on the characteristic of complete rock mass, the limestone section is used as a basic section for comparison with other sections, and complete monitoring content is designed for system monitoring when a monitoring scheme is designed: and starting from two directions of surrounding rock and supporting, monitoring the stress of the surrounding rock, the axial force of a bolt in the surrounding rock and the water pressure of a crack by the surrounding rock part, and monitoring the pressure of the surrounding rock, the contact pressure of a primary support and a secondary lining and the internal force of a steel arch by the supporting part. According to the monitoring scheme, three positions of the arch shoulder, the arch crown and the arch leg (namely 'typical positions') which are most easy to generate large deformation are selected for key monitoring according to the calculation result of numerical simulation, and finally a complete surrounding rock support monitoring system is formed. The following are detailed monitoring and their arrangement:
For monitoring the stress of the anchor rod, two steel bar stress meters are respectively arranged at the anchor rod end head and the end tail of the typical position (arch shoulder, arch crown and arch foot) of the conventional limestone section, and ten steel bar stress meters are total.
For surrounding rock stress monitoring, the monitoring is only aimed at a more complete section of a rock mass, so that the surrounding rock stress monitoring is only arranged on a conventional limestone section.
For monitoring the pressure of the surrounding rock, the rock mass of the conventional limestone section is complete, a surrounding rock pressure gauge is welded on a grid arch frame to monitor the pressure of the surrounding rock, the pressure gauge is positioned on the contact surface of the primary support and the surrounding rock, and one pressure gauge and five pressure gauges of the surrounding rock are placed at each typical position.
For arch internal force monitoring, different arch sections are selected for surrounding rocks of different levels in a construction scheme, a grid arch is selected for supporting a more complete section of a rock body, and for a conventional limestone section, a reinforcing steel bar stress gauge is placed on the grid arch for detection, and a group of ten reinforcing steel bar stress gauges are placed at each typical position, wherein the number of the reinforcing steel bar stress gauges is two.
For primary support two-lining contact stress monitoring, a pressure gauge is placed on the contact surface of the primary support and the two-lining, the primary support two-lining contact pressure is measured, and one pressure gauge is placed at each typical position, and the total number of the pressure gauges is five.
For fracture water pressure monitoring, an osmometer is placed in a second borehole (only one stress meter is placed) of the surrounding rock stress to measure fracture water pressure, and total five osmometers are placed.
Table 1 describes the number of monitoring devices required for limestone sections (2 in total).
TABLE 1 limestone section monitoring equipment quantity
| Sequence number | Name of the name | Unit (B) | Quantity of |
| 1 | Soil pressure gauge | Support frame | 10 |
| 2 | Anchor rod stress meter | Support frame | 10 |
| 3 | Drilling stress meter | Support frame | 15 |
| 4 | Reinforcement stress meter | Support frame | 10 |
| 5 | Osmometer | Support frame | 5 |
FIG. 3 is a schematic view of a representative location monitoring of a karst section according to an exemplary embodiment of the invention. In one embodiment, with reference to FIG. 3, a karst section monitoring arrangement is as follows. The karst section plastic region is larger than the sedimentary rock sandstone section, the rock mass strength is lower, and the rock mass is broken, so that the stress meter is not placed for monitoring, the number of surrounding rock stress meters is increased compared with the conventional limestone section, and the influence of surrounding rock pressure under different geological conditions is researched by using more accurate data regions. The specific monitoring arrangement is as follows:
The monitoring arrangement of the bolt shaft force is the same as that of a conventional limestone section, and a group of ten reinforcing steel bar stress meters are arranged at each typical position, wherein the number of the groups is two. No monitoring of the surrounding rock stress is performed.
For monitoring the pressure of surrounding rock and the contact stress of a primary support and a secondary lining, on the basis of conventional limestone section monitoring, two groups of surrounding rock pressure gauges between the arch shoulders and the arch feet and two groups of surrounding rock pressure gauges between the arch shoulders and the arch crown are added, and each group of pressure gauges is two, wherein one pressure gauge is placed on the contact surface of the primary support and the surrounding rock, and the other pressure gauge is placed on the contact surface of the primary support and the secondary lining. The karst section belongs to the broken section of the rock mass, the steel bars are selected as the rod pieces for connection, and the steel arch is used as a support for monitoring the surrounding rock pressure, and the total number of the surrounding rock pressure gauges is eighteen.
For arch internal force monitoring, the karst section is supported by I-steel, and the reinforcing steel bar stress gauge is arranged on the I-steel support for monitoring the stress, wherein the position of the reinforcing steel bar stress gauge is the same as that of the conventional limestone section, and ten reinforcing steel bar stress gauges are formed.
For fracture water pressure monitoring, holes are respectively formed in the arch shoulder, the arch crown and the arch foot, osmometers are placed in the holes, and a total of five osmometers are placed at each typical position.
Table 2 shows the number of monitoring devices required for karst sections (2 in total).
TABLE 2 karst section monitoring device quantity
| Sequence number | Name of the name | Unit (B) | Quantity of |
| 1 | Soil pressure gauge | Support frame | 20 |
| 2 | Anchor rod stress meter | Support frame | 10 |
| 3 | Reinforcement stress meter | Support frame | 10 |
| 4 | Osmometer | Support frame | 5 |
FIG. 4 is a schematic diagram of exemplary position monitoring of a fracture zone cross-section in accordance with an exemplary embodiment of the present invention. In one embodiment, referring to fig. 4, a fault breaker belt profile monitoring arrangement is as follows. Compared with the conventional limestone surface, the broken belt section has the characteristic of breaking rock mass, so that cracks develop more, and the pore water pressure is larger, so that the pore water pressure is monitored by adding an osmometer, water blocking and closing measures are timely fed back and timely taken, and the advanced forecast is combined to guide construction to conduct water draining and blocking measures. The specific monitoring arrangement is as follows:
For the monitoring of the axial force of the anchor rod, the fracture surface of the fault fracture zone is not obvious due to the incompleteness of surrounding rock and the anchoring effect of the broken anchor rod at the end tail, so that a stress meter is set in the middle of the anchor rod, the stress of the anchor rod is monitored, and a total of 5 reinforcing steel bar stress meters are installed at each typical position. No monitoring of the surrounding rock stress is performed.
The monitoring of the surrounding rock pressure and the primary support secondary lining contact stress is the same as the karst section, and eighteen soil pressures are counted.
For arch internal force detection, the section of the fault fracture zone is supported by I-steel, a steel bar stress meter is arranged on the I-steel support for monitoring stress, and one steel bar stress meter is arranged at each typical position.
For fracture water pressure monitoring, an osmometer is added between the two side shoulders and the arch springing, and an osmometer is added between the two side shoulders and the arch springing, for a total of nine osmometers.
Table 3 shows the number of monitoring devices required to fracture the belt sections (4 in total).
Table 3 number of broken zone section monitoring devices
| Sequence number | Name of the name | Unit (B) | Quantity of |
| 1 | Soil pressure gauge | Support frame | 20 |
| 2 | Anchor rod stress meter | Support frame | 5 |
| 3 | Reinforcement stress meter | Support frame | 5 |
| 4 | Osmometer | Support frame | 9 |
In one embodiment, the data monitored by each monitoring method may then be processed separately as follows.
For the anchor rod stress monitoring, through numerical simulation trial calculation, the plastic area around the tunnel is about 2m after the tunnel is excavated, so that the anchor rod passes through the crushing area and the plastic area and is finally fixed in the elastic area. In the monitoring design, one to two anchor rods are selectively placed at the vault, the arch waist and the arch foot respectively, anchor rod stress meters are respectively arranged at the end heads and the end tails of the anchor rods on the typical limestone section, the stress of the anchor rods is monitored, and the influence of excavation stress release on the anchor rods is studied at the same time; the anchoring effect of the anchor rod at the tail end is not obvious due to the incompleteness and the fragility of surrounding rock at the karst section and the fragility section of the fragmenting zone, so that the stress meter is set in the middle of the anchor rod to monitor the stress of the anchor rod. And (3) carrying out point drawing on the stress at the arch springing, the arch crown and the arch shoulder through stress data acquired by the anchor rod stress meter, and observing the change trend of the stress born by the anchor rod. And the stress of the anchor rod is monitored, and the rock mass reinforcing effect of the karst and broken zone section can be researched through data acquired by a stress meter arranged on the anchor rod.
For surrounding rock stress monitoring, in the monitoring scheme, drilling stress meters can be used for monitoring the surrounding rock stress, and two stress meters are arranged through one drilling hole to measure the internal stress of a section. Therefore, the main stress is obtained through calculation through the data of the drilling stress meter, and the stress of different positions of the arch crown, the arch waist and the arch bottom is obtained, so that the characteristics of the stress release of the tunnel are studied, the least adverse position affected after the tunnel blasting is pointed out, and the reinforcement measures for the adverse position are guided in construction.
For monitoring the surrounding rock pressure, aiming at the existence of more complete and more broken forms of a rock body, different surrounding rock pressure monitoring methods are adopted for two sections. Welding a surrounding rock pressure box on a grid arch frame for monitoring the surrounding rock pressure on a more complete section of the rock mass; for the broken section of the rock mass, the steel bars are selected as the rod pieces for connection, and the steel arch frames are used as the supporting seats for monitoring the surrounding rock pressure. And observing the change process of the surrounding rock pressure in the tunnel excavation process by recording the data of the pressure box arranged on the arch frame. Therefore, the rationality of the data obtained by comparing different monitoring modes of the two sections is compared with the Pu's underground calculation theory of the highway tunnel specification, and the surrounding rock pressure bias caused by the joint fracture development condition is monitored at the same time, so that the construction is guided to carry out the targeted price.
For monitoring the contact stress of the primary support and the secondary lining, the contact stress between the primary support and the secondary lining is monitored, so that the proportion of the pressure of surrounding rock between the primary support and the secondary lining under poor geology such as karst, broken bands and the like under different surrounding rock grades is determined, the space-time effect of the primary support bearing capacity is studied by combining the monitoring of the pressure of the surrounding rock and the stress of the surrounding rock, and the convergence constraint method is corrected. And comparing the data with the numerical simulation result. Installing embedded strain gauges at positions of the reinforcing steel bar meshes corresponding to the strain gauges on the surfaces of the steel arches, recording strain values of the arch feet, the arch tops and the arch shoulders, observing the relation between the strain and time, and observing the strain quantity of primary support in the tunnel excavation process to judge whether the primary support strength can be continuously supported in the construction process. Therefore, the concrete lining can play a role in supporting after being solidified for a certain time, and the strain trend of the concrete lining can reflect the process that the supporting force is gradually converted into the whole primary support by the steel arch frame as an important component of the primary support of the tunnel. And monitoring the contact stress between the primary support and the secondary lining, thereby determining the proportion of bearing the surrounding rock pressure between the primary support and the secondary lining under poor geology such as karst, broken bands and the like under different surrounding rock grades, researching the space-time effect of the primary support bearing capacity by combining the monitoring of the surrounding rock pressure and the surrounding rock stress, and correcting the convergence constraint method. And comparing the data with a numerical simulation result, and analyzing and researching the ratio of the bearing capacities of the primary support and the secondary support in different support forms under different support pressures.
For arch internal force monitoring, different arch sections are adopted for surrounding rocks of different levels in construction, a grid arch is selected for supporting the rock mass more complete section, and an I-shaped steel frame is selected for supporting the rock mass crushing section. And monitoring the internal forces of the grid arch and the steel arch in different surrounding rock grades, recording data of surface strain gauges arranged on the arch crown and the arch shoulder, analyzing the change relation of the surface strain with time, and researching the change condition of the internal force suffered by the arch in the tunnel excavation process. Therefore, the internal force of the grid arch and the steel arch is monitored in different surrounding rock grades, the rationality of the selected support is researched by converting the moment of inertia and comparing surrounding rock pressure monitoring data, and the stability of the steel arch is evaluated by a load structure method and numerical simulation.
For fracture water pressure monitoring, the fracture water pressure in the mountain tunnel directly influences the stability of the structure, so that the monitoring of the fracture water pressure is particularly important, and the monitoring selects to monitor the fracture water pressure distribution by drilling holes at the arch crown, the arch waists and the arch feet. Therefore, the seepage pressure in the section is monitored regularly, the change of the seepage pressure along with the excavation time is observed, the abnormal condition of underground water in the tunnel excavation process is found, and timely measures are taken in construction.
In summary, the embodiments according to the present invention employ innovative monitoring methods, by combining different section conditions, and adopting corresponding schemes for monitoring. The adaptive monitoring mode can accurately monitor deformation of surrounding rock, load bearing of the support and stress strain of the support, and obtain accurate monitoring data, so that the accurate monitoring data of the tunnel surrounding rock support comprising a karst bottom layer and various fracture zones are obtained. These data are critical to ensure stability and security of the tunnel. Through accurate surrounding rock support monitoring, problems can be found in time and corresponding measures can be taken, so that construction cost is effectively controlled, construction safety is ensured, and smooth penetration of a tunnel is promoted. The monitoring method has positive effects on improving construction efficiency and quality. The data obtained by the monitoring method not only ensures the safe and rapid progress of construction crossing the broken belt and the karst section, but also provides a precious data foundation for the tunnel construction technology research of large-length tunnels and complex strata. The data can help engineers and researchers to better understand the characteristics of tunnel construction under different geological conditions, and further optimize construction technology and scheme. By continuously accumulating and analyzing the data, the technical progress in the field of tunnel engineering can be promoted, and the safety and reliability of construction are improved.
While several specific implementation details are included in the above discussion, these should not be construed as limiting the scope of the invention. Certain features that are described in the context of separate embodiments can also be implemented in combination in a single implementation. Conversely, various features that are described in the context of a single implementation can also be implemented in multiple implementations separately or in any suitable subcombination.
The foregoing description of embodiments of the invention has been presented for purposes of illustration and description, and is not intended to be exhaustive or limited to the embodiments disclosed. Many modifications and variations will be apparent to those of ordinary skill in the art without departing from the scope and spirit of the various embodiments described. The terminology used herein was chosen in order to best explain the principles of the embodiments, the practical application, or the technical improvements in the marketplace, or to enable others of ordinary skill in the art to understand the embodiments disclosed herein.
Claims (2)
1. The method for monitoring the adaptive surrounding rock supporting structure of the long mountain tunnel is characterized by comprising the following steps of:
Determining a plurality of sections to be monitored in the long mountain tunnel, wherein the sections to be monitored have different section types;
Determining a first type monitoring method set for surrounding rock parts in the sections to be monitored and a second type monitoring method set for supporting parts in the sections to be monitored; and
Selecting a plurality of first type monitoring methods from the first type monitoring method set to monitor the surrounding rock part and a plurality of second type monitoring methods from the second type monitoring method set to monitor the supporting part based on the section type, wherein the first type monitoring method and the second type monitoring method respectively respond to the section type and have different first specific monitoring schemes and different second specific monitoring schemes so as to adaptively monitor the stress strain condition of the surrounding rock and the stress deformation condition of the supporting in real time;
wherein the plurality of sections to be monitored are supported by an arch structure and the section types include a conventional limestone section, a karst section, and a fault fracture zone section;
The first type monitoring method set comprises surrounding rock stress monitoring, anchor rod axial force monitoring and fracture water pressure monitoring; and
The second type monitoring method set comprises surrounding rock pressure monitoring, primary support secondary lining contact stress monitoring and arch internal force monitoring, wherein the arch internal force monitoring is carried out by adopting a grid arch for supporting a rock mass complete section in the sections to be monitored and adopting an I-steel frame for supporting a rock mass broken section, and the surrounding rock pressure monitoring is carried out by welding a surrounding rock pressure box on the grid arch for the rock mass complete section in the sections to be monitored and adopting a steel bar for connecting the bar for the rock mass broken section and adopting a steel arch for supporting the bar; and wherein the first and second heat sinks are disposed,
In response to determining that the profile type is the conventional limestone profile, determining the surrounding rock stress monitoring, the bolt shaft force monitoring, and the fracture water pressure monitoring as a first type of monitoring method, and determining the surrounding rock pressure monitoring, the primary support secondary liner contact stress monitoring, and the arch internal force monitoring as a second type of monitoring method;
In response to determining that the profile type is the karst profile, determining the bolt shaft force monitoring and the fracture water pressure monitoring as a first type monitoring method, and determining the surrounding rock pressure monitoring, the primary support secondary liner contact stress monitoring, and the arch internal force monitoring as a second type monitoring method;
In response to determining that the profile type is the fracture zone profile, determining the bolt shaft force monitoring and the fracture water pressure monitoring as a first type of monitoring method and determining the surrounding rock pressure monitoring, the primary support secondary liner contact stress monitoring and the intra-arch force monitoring as a second type of monitoring method; and
Setting the shoulders, crown and footer of the arch as typical positions in the first and second specific monitoring schemes; and
In response to determining that the profile type is the conventional limestone profile, wherein the first specific monitoring scheme includes:
surrounding rock stress monitoring specifically includes: using a borehole stress meter, arranging two stress meters through a borehole, and measuring the internal stress of the conventional limestone section;
the monitoring of the bolt shaft force specifically includes: two reinforcing steel bar stress meters are respectively arranged at the head and the tail of the anchor rod at the typical position at the section of the conventional limestone for monitoring;
The crack water pressure monitoring specifically comprises: placing an osmometer in a second drilling hole of the surrounding rock stress to measure the fracture water pressure for monitoring;
The second specific monitoring scheme comprises:
Surrounding rock pressure monitoring specifically includes: welding a surrounding rock pressure gauge on the arch frame to monitor the surrounding rock pressure, wherein the pressure gauge is positioned at the contact surface of the primary support and the surrounding rock, and one pressure gauge is placed at each typical position;
The primary support secondary lining contact stress monitoring specifically comprises the following steps: placing a pressure gauge on the contact surface of the primary support and the secondary lining, measuring the contact pressure of the primary support and the secondary lining, and placing one pressure gauge at each typical position;
force monitoring in the bow member specifically includes: placing a reinforcing steel bar stress meter on the arch for monitoring, wherein a group of two groups of reinforcing steel bar stress meters are placed at each typical position;
In response to determining that the profile type is the karst profile, wherein the first specific monitoring scheme includes:
The monitoring of the bolt shaft force specifically includes: two reinforcing steel bar stress meters are respectively arranged at the head and the tail of the anchor rod at the typical position at the karst section for monitoring;
The crack water pressure monitoring specifically comprises: punching holes on the arch shoulder, the arch crown and the arch foot respectively, putting an osmometer in the holes, and placing one osmometer at each typical position for monitoring;
The second specific monitoring scheme comprises:
Surrounding rock pressure monitoring and primary support secondary lining contact stress monitoring specifically include: on the basis of conventional limestone section monitoring, two groups of surrounding rock pressure gauges between the shoulders and the feet and two groups of surrounding rock pressure gauges between the shoulders and the vault are added, each group of pressure gauges is two, one pressure gauge is placed on the contact surface of the primary support and the surrounding rock, the other pressure gauge is placed on the contact surface of the primary support and the secondary lining, steel bars are selected to be connected as rod pieces, and the steel arch is used as a support for monitoring the surrounding rock pressure;
force monitoring in the bow member specifically includes: installing a steel bar stress meter on the I-steel support for monitoring the stress;
in response to determining that the fracture type is the fracture zone fracture, wherein the first specific monitoring scheme comprises:
The monitoring of the bolt shaft force specifically includes: a stress meter is set in the middle of the anchor rod, stress of the anchor rod is monitored, and each typical position is provided with one stress meter;
the crack water pressure monitoring specifically comprises: an osmometer is added between the two side shoulders and the arch springing, and an osmometer is added between the two side shoulders and the arch springing;
The second specific monitoring scheme comprises:
Surrounding rock pressure monitoring and primary support secondary lining contact stress monitoring specifically include: on the basis of conventional limestone section monitoring, two groups of surrounding rock pressure gauges between the shoulders and the feet and two groups of surrounding rock pressure gauges between the shoulders and the vault are added, each group of pressure gauges is two, one pressure gauge is placed on the contact surface of the primary support and the surrounding rock, the other pressure gauge is placed on the contact surface of the primary support and the secondary lining, steel bars are selected to be connected as rod pieces, and the steel arch is used as a support for monitoring the surrounding rock pressure;
force monitoring in the bow member specifically includes: the steel bar stress gauge is arranged on the I-steel support for monitoring the stress, and each typical position is placed with one.
2. The method according to claim 1, wherein the method further comprises:
And monitoring the sections to be monitored by using the first specific monitoring scheme and the second specific monitoring scheme so as to obtain target monitoring data aiming at the sections to be monitored.
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