CN110206547B - Method suitable for shaft tunneling and supporting in deep stratum and high-stress area - Google Patents
Method suitable for shaft tunneling and supporting in deep stratum and high-stress area Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
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Abstract
The invention discloses a method for vertical shaft tunneling and supporting in deep stratum and high stress area, which comprises the following steps: (1) carrying out advanced detection on the ground conditions under the vertical shaft working surface so as to obtain advanced detection information of the ground conditions; (2) performing advanced formation pretreatment at the bottom of the vertical shaft based on the obtained advanced detection information; (3) carrying out tunneling work at the bottom of the vertical shaft, and then pouring at the periphery of the upper shaft of the vertical shaft and the inner periphery of the flexible support to form a rigid support; (4) and performing lagging mucking on the bottom of the vertical shaft, and arranging a flexible support on surrounding rocks at the lower section of the vertical shaft. The method overcomes the problems of high surrounding rock stress in a high stress area of the vertical shaft, difficulty in preventing and controlling water by underground high water pressure, difficulty in controlling the stability of the surrounding rock, multiple potential safety hazards in construction, high rock burst risk and the like, and effectively solves the problems in the process of tunneling and supporting the vertical shaft in a deep stratum and the high stress area.
Description
Technical Field
The invention belongs to the technical field of vertical shaft engineering, and particularly relates to a method suitable for vertical shaft tunneling and supporting in deep strata and high-stress areas.
Background
For a long time, the mining depth of mineral resources in China is mostly within the mining range of 1000m, so that a mature fourth-system shallow stratum complete technology is formed, the research on the mining technology with the depth of more than 1000m is less, and the technical reserve for mining deep resources is lacked. In recent years, with the continuous decrease of shallow resources, mines are gradually advancing to mining depths of 1000m to 1200m, and a few metal mines are building deep well development systems of more than 1400 m. With the continuous improvement of resources and energy requirements and the development of economic technologies, mine shafts are developing deeper and on a larger scale. The deepest and largest shaft projects built currently are: the Seshan mountain iron ore auxiliary shaft (diameter 10m, depth 1355m) and the Lespedezincite 3# vertical shaft (diameter 6.5m, depth 1526 m). Meanwhile, in China, a batch of reserve metal mines to be built with the depth of about 1500m exist, and the burial depth of the deepest vertical shafts of West Ling gold mine of Shandong gold group and deep engineering of Yunnan Huizu lead zinc mine and the like exceeds 1800 m.
The traditional shaft tunneling and supporting process technology adopts a short tunneling and short building construction process and a one-time concrete supporting technology. After blasting is finished in the traditional scheme, concrete lining support is implemented following a digging and laying working face; the concrete well wall and the shaft bottom tunneling working face are close to each other, and the surrounding rock pressure release distance is not considered. After mucking, workers carry out the next cycle of drilling, charging and detonating under the exposed surrounding rock without support protection. The geological information of the shaft digging and building is only based on the data of the ground surface shaft engineering exploration holes in the early stage of the shaft, and the shaft engineering exploration hole position has larger deviation with the actual construction shaft due to the engineering promotion. In the digging and building process, advanced detection and advanced pretreatment work are not carried out; generally, after the surrounding rock is actually disclosed, the technical measures for treatment are developed according to the engineering geological problems.
The built deep shaft engineering reveals the following problems of the traditional shaft tunneling and supporting technology:
(1) the number of built deep vertical shafts in China is relatively small, mines with the production depth exceeding about 1500m are more few, and the number of engineering cases available for reference in China is small. The deep stratum presents the characteristics of high stress, high water pressure and high ground temperature, so that the construction operation environment of the vertical shaft is poor, rock burst is easy to occur, and the difficulty in preventing and controlling water work development is avoided.
(2) A mature digging and building construction method for constructing a vertical shaft in a shallow stratum for a long time is characterized by short digging and short building, concrete well wall lining is carried out after blasting, and slag is removed immediately after the lining is finished; and the reserved surrounding rock release distance is not considered between the well wall and the tunneling working face. The construction method can not meet the requirement of reasonably releasing the pressure of the surrounding rock and is difficult to adapt to the surrounding rock control of deep stratum characteristics.
(3) The conventional shallow shaft wall is supported by plain concrete, so that the requirement on the stability of the shaft in the bedrock can be met. Concrete lining is a relatively rigid supporting structure which has poor ability to adapt to surrounding rock deformation. In deep high-stress formations, stress relief of surrounding rock necessarily requires a certain deformation adjustment process. Obviously, the control requirement of the surrounding rock of the deep shaft is difficult to adapt only by adopting the common plain concrete support.
(4) In the traditional vertical shaft construction, a vertical shaft engineering exploration hole is constructed before the start of work, so that basic data required by the design of a conventional vertical shaft can be met; the method is influenced by the accuracy of engineering investigation data, construction disturbance, a digging and building process, the deviation of the actual shaft construction position and the engineering hole site and the like, and how to accurately judge the information of the surrounding rock at the lower part of the shaft working surface in real time is relatively difficult.
(5) Rock burst caused by high stress of the deep well becomes one of main risks and prevention difficulties affecting construction safety; the water inrush accident caused by the high water pressure of the deep well, the prevention and control of water in the high water pressure stratum and the like are one of the key problems to be solved in the construction of the deep well. The traditional shaft digging and building process cannot well consider the influence caused by high stress and high water pressure, and does not consider the related technical measures of advanced prediction and advanced pretreatment; the technical measures of passive treatment are usually implemented only after the surrounding rock is actually exposed according to the engineering geological problems encountered.
In conclusion, the traditional shallow shaft construction process flow and the supporting technology cannot adapt to the stratum characteristics of the deep well, and a novel tunneling and supporting technology matched with the traditional shallow shaft construction process flow and the supporting technology needs to be searched.
Disclosure of Invention
The present invention is directed to solving, at least to some extent, one of the technical problems in the related art. Therefore, the invention aims to provide a method for shaft tunneling and supporting suitable for deep strata and high-stress areas. The method overcomes the problems of high surrounding rock stress in a high stress area of the vertical shaft, difficulty in preventing and controlling water by underground high water pressure, difficulty in controlling the stability of the surrounding rock, multiple potential safety hazards in construction, high rock burst risk and the like, and effectively solves the problems in the process of tunneling and supporting the vertical shaft in a deep stratum and the high stress area.
In one aspect of the invention, the invention provides a method for shaft excavation and support suitable for deep stratum and high stress area, which comprises the following steps:
(1) carrying out advanced detection on the ground conditions under the vertical shaft working surface so as to obtain advanced detection information of the ground conditions;
(2) performing advanced formation pretreatment at the bottom of the vertical shaft based on the obtained advanced detection information;
(3) carrying out tunneling work at the bottom of the vertical shaft, and then pouring at the periphery of the upper shaft of the vertical shaft and the inner periphery of the flexible support to form a rigid support;
(4) and performing lagging mucking on the bottom of the vertical shaft, and arranging a flexible support on surrounding rocks at the lower section of the vertical shaft.
According to the method for driving and supporting the vertical shaft in the deep stratum and the high-stress area, the ground condition under the working surface of the vertical shaft is detected in advance, the ground condition information under the working surface of the vertical shaft can be known in advance, the actual condition of surrounding rocks can be revealed by analyzing the working surface of the vertical shaft in real time, the advanced stratum pretreatment technical measures for the deep stratum and the surrounding rock supporting parameters can be determined based on the obtained advanced detection information, the surrounding rock stress can be gradually released and stably adjusted by implementing the advanced stratum pretreatment, and finally a new balance stress field is formed with a vertical shaft structure; after advance stratum pretreatment is carried out at the bottom of the vertical shaft, tunneling work can be carried out, and after the tunneling work is finished, a rigid support can be formed by pouring on the periphery of the upper part of the vertical shaft which is subjected to flexible support, so that the composite support of the flexible support and the rigid support of the wall of the vertical shaft is finished. The flexible support has certain deformation characteristics, provides restrained deformation for the surrounding rock of the vertical shaft, and enables the surrounding rock to continuously release stress; and the rigid support basically limits the continuous deformation of the surrounding rock, so that the surrounding rock of the vertical shaft reaches a new stress balance state. By the matching and complementary use of the flexible support and the rigid support of the vertical shaft surrounding rock, the self-supporting function of the surrounding rock can be fully exerted, and the dynamic real-time support of the vertical shaft is realized; after rigid support of the upper part of the vertical shaft is completed, mucking is carried out on the bottom of the vertical shaft, namely hysteresis mucking is carried out in the process of driving the vertical shaft, and the hysteresis mucking can provide primary deformation and stress release for surrounding rocks. After the lagging mucking is finished, flexible supports are arranged on the surrounding rock at the lower section of the vertical shaft, belong to active supports, can actively improve the characteristics of the surrounding rock, give full play to the self-supporting characteristics of the surrounding rock, and provide deformation and stress release for the surrounding rock again. The rigid support is used for providing deformation and stress relief for the surrounding rock again after the next tunneling operation. By the circulation, the shaft can be dynamically supported in real time in the shaft tunneling process, the problems of high surrounding rock stress, difficulty in preventing and controlling water by underground high water pressure, difficulty in controlling the stability of the surrounding rock, many potential safety hazards in construction, high rock burst risk and the like in a high stress area of the shaft are solved, and the problems in the shaft tunneling and supporting processes in deep strata and high stress areas are effectively solved.
In addition, the method for driving and supporting the vertical shaft in the deep stratum and the high stress area according to the embodiment of the invention can also have the following additional technical characteristics:
in some embodiments of the invention, the depth of the deep formation is greater than 1000 m.
In some embodiments of the invention, the high stress area is an area where the ratio of uniaxial compressive strength of surrounding rock to maximum principal stress of original rock is less than or equal to three in the area where the shaft working surface is located.
In some embodiments of the invention, in step (1), the earth conditions below the shaft face are probed ahead using drilling or geophysical methods. Therefore, the method is beneficial to obtaining the ground condition information under the working surface of the vertical shaft so as to facilitate the subsequent tunneling and supporting work.
In some embodiments of the invention, in step (1), the advanced detection is at least one selected from the group consisting of core physical and chemical analysis, surrounding rock stress measurement, water pressure test, surrounding rock integrity analysis, and water quality analysis. Therefore, the development of subsequent tunneling and supporting work can be further facilitated.
In some embodiments of the invention, in step (2), the advanced formation treatment is at least one selected from advanced water injection softening, advanced pressure relief, advanced blasting, advanced material implantation, and advanced grouting. Therefore, the development of subsequent tunneling and supporting work can be further facilitated.
In some embodiments of the invention, in step (4), the rigid support is a concrete support. Therefore, the surrounding rock can reach a new stress balance state.
In some embodiments of the invention, in the step (4), the concrete support is a support using at least one of plain concrete, steel reinforced concrete, fiber concrete, reinforced concrete, high performance concrete, and bag-in-mold concrete. Therefore, the surrounding rock can further reach a new stress balance state.
In some embodiments of the invention, in step (4), the flexible support is performed at least once. Thereby, it is advantageous to restrain the surrounding rock deformation while enabling it to continue to relieve the stress.
In some embodiments of the present invention, in the step (4), the flexible support is at least one of shotcrete, a bolt, an anchor net, an anchor rope, a metal net, a steel belt, and a non-metal net. Thereby, it may be further advantageous to restrain the surrounding rock deformation while enabling it to continue to relieve the stress.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
fig. 1 is a flow chart of a method for shaft tunneling and supporting in deep stratum and high stress areas according to one embodiment of the invention.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are illustrative and intended to be illustrative of the invention and are not to be construed as limiting the invention.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are not to be considered limiting of the invention.
Further, in the description of the present invention, "a plurality of times" means at least two times, e.g., two times, three times, etc., unless specifically defined otherwise.
In one aspect of the invention, the invention provides a method for shaft tunneling and supporting suitable for deep strata and high stress areas, wherein the depth of the deep strata is more than 1000m, and the high stress areas are areas with the ratio of the uniaxial compressive strength of surrounding rocks to the maximum principal stress of original rocks of the areas where the working surface of the shaft is located being less than or equal to three. According to an embodiment of the invention, with reference to fig. 1, the method comprises:
s100: advanced detection of ground conditions beneath shaft work surfaces
In the step, the ground condition under the vertical shaft working surface is detected in advance so as to obtain advanced detection information of the ground condition. The inventor finds that the ground condition information under the vertical shaft working surface can be known in advance by detecting the ground condition under the vertical shaft working surface in advance, so that the actual condition of surrounding rocks can be revealed by analyzing the vertical shaft working surface in real time. Specifically, before the shaft is tunneled into the deep stratum, advanced detection preparation work is carried out in advance, and then the ground condition under the shaft working face is subjected to advanced detection so as to obtain advanced detection information of the ground condition under the shaft working face.
According to one embodiment of the invention, the earth conditions under the shaft work surface can be advanced by drilling or geophysical prospecting. In particular, drilling refers to an exploration method that uses a drilling rig to drill a hole in the formation to create a test channel and sample in situ to perform a destructive test. Drilling is the most widely used exploration means in engineering geological exploration and can obtain deep geological data. The geophysical prospecting method is an indirect testing method, which is based on the physical property difference of underground rock-soil bodies, utilizes an instrument to test the change of a natural or artificial physical field, explains the actually observed parameter value according to the established physical property rule (mathematical physical model), and then interprets the geophysical prospecting result as an engineering geological result.
According to yet another embodiment of the present invention, the advanced survey may be at least one selected from the group consisting of core physical and chemical analysis, wall rock stress measurement, water pressure test, water quality analysis, and wall rock integrity analysis. Specifically, by observing, analyzing and testing the core, one can understand that: the age, lithology and sedimentation characteristics of the stratum are determined; the physical and chemical properties of the stratum; the underground structure conditions, such as faults, joints, and the inclination and dip angles of the faults and joints; fourthly, basic data of qualitative and quantitative explanation of various well logging methods. The measurement of the surrounding rock stress refers to the measurement of the stress of a rock mass on site by using an instrument so as to research the stress distribution rule of the rock mass and evaluate the stability of surrounding rocks and the like. The rock mass stress measurement method is various, and mainly comprises a stress relief method, a stress recovery method, a hydraulic fracturing method and the like. The integrity of the surrounding rock is comprehensively reflected by the development and bearing of cracks in the rock body, the integrity analysis of the surrounding rock is to test the integrity of the surrounding rock in the region by adopting a geophysical prospecting and drilling method, and the geophysical prospecting method is represented by an elastic wave test method. Therefore, the actual situation of the surrounding rock can be revealed by analyzing the working surface of the vertical shaft in real time, and advanced stratum pretreatment technical measures for the deep stratum and surrounding rock support parameters adjustment can be determined based on the obtained advanced detection information.
S200: advanced formation pre-treatment at the bottom of a shaft based on the obtained advanced detection information
In this step, advanced formation pre-treatment is performed at the bottom of the shaft based on the obtained advanced detection information. The inventor finds that the advanced stratum pretreatment technical measures can be determined for the deep stratum and the surrounding rock support parameters can be adjusted based on the obtained advanced detection information, and the surrounding rock stress can be gradually released and stably adjusted by implementing the advanced stratum pretreatment, so that a new balance stress field can be formed with the vertical shaft engineering body finally.
According to one embodiment of the invention, the advanced formation pretreatment may be at least one selected from advanced water injection softening, advanced pressure relief, advanced blasting, advanced grouting, and advanced material implantation. For example, if the advanced drilling test indicates that the risk of surrounding rock burst is high, advanced pressure relief needs to be implemented. At the moment, the relevant advanced stratum pretreatment technologies such as drilling pressure relief of a working surface, advanced blasting pressure relief, advanced water injection softening and the like can be developed.
S300: the tunneling work is carried out at the bottom of the vertical shaft, and then the rigid support is formed by pouring at the periphery of the upper part of the vertical shaft and the inner periphery of the flexible support
In the step, tunneling work is carried out at the bottom of the vertical shaft, and then a rigid support is formed by pouring on the periphery of the upper portion of the vertical shaft and the inner periphery of the flexible support. The inventor finds that after advance stratum pretreatment is carried out at the bottom of the vertical shaft, tunneling work can be carried out, and after the tunneling work is completed, rigid support can be built on the periphery of the upper portion of the vertical shaft which is subjected to flexible support, so that composite support of flexible support and rigid support of the vertical shaft is completed. The flexible support has certain deformation characteristics, provides restrained deformation for the surrounding rock of the vertical shaft, and enables the surrounding rock to continuously release stress; and the rigid support basically limits the continuous deformation of the surrounding rock, so that the surrounding rock of the vertical shaft reaches a new stress balance state. The flexible support and the rigid support are used in a complementary mode, so that the self-supporting function of the surrounding rock can be fully exerted, and the dynamic real-time support of the vertical shaft is realized. Specifically, the tunneling work may include blasting, smoke evacuation, and template lowering. Further, the blasting can adopt a smooth blasting or presplitting blasting technology, so that the open hole section forming can be controlled, the damage of the blasting to the surrounding rock can be reduced to the maximum extent, and the stress concentration of the surrounding rock is weakened. Specifically, according to blasting design parameters, a blasthole arrangement instrument or manual measurement is adopted to arrange blastholes, and a special umbrella drill for a vertical shaft is adopted to drill the blastholes. After the drilling is finished, explosive with good water resistance is filled in, and a delay detonator is adopted for detonation. After blasting is finished and smoke is discharged, personnel enter the working face again, and the sinking platform is lowered to the set position according to the technical requirements of deep shaft construction, and template lowering preparation work is carried out. And then, lowering the template, and adjusting and controlling the center of the shaft for pouring the well wall and the section size of the shaft. With the development of the shaft sinking technology, the template can adopt both an earth surface stable vehicle suspension type template and a self-moving template, but the self-moving template is more convenient for the construction of the ultra-deep shaft. And after the template is adjusted, pouring the periphery of the upper side wall of the shaft which is subjected to flexible support to form a rigid support. The rigid support is a component of a composite support, is a structure for controlling surrounding rocks of a well wall and constructing a shaft space, and is a support measure for limiting the continuous deformation of the surrounding rocks, preventing harmful loosening and keeping the stability of the surrounding rocks.
According to an embodiment of the present invention, the rigid support may be mainly a concrete support, and the concrete support may be a support using at least one of plain concrete, steel reinforced concrete, fiber concrete, reinforced concrete, high performance concrete, and bag-cast concrete. Therefore, the concrete support basically limits the continuous deformation of the surrounding rock, so that the surrounding rock of the vertical shaft reaches a new stress balance state. The inventor finds that the self-supporting function of the surrounding rock can be fully exerted through the matching and complementary use of the flexible support and the rigid support, and the dynamic real-time support of the vertical shaft is realized.
S400: performing delayed mucking on the bottom of the vertical shaft, and arranging a flexible support on surrounding rocks at the lower section of the vertical shaft
In the step, the bottom of the vertical shaft is subjected to delayed mucking, and a flexible support is arranged on surrounding rocks at the lower section of the vertical shaft. The inventor finds that after rigid supporting at the upper part of the vertical shaft is completed, mucking is carried out at the bottom of the vertical shaft, namely hysteresis mucking is carried out in the process of driving the vertical shaft, and the hysteresis mucking can provide first deformation and stress release for surrounding rocks. After the lagging mucking is finished, flexible supports are arranged on the surrounding rock at the lower section of the vertical shaft, belong to active supports, can actively improve the characteristics of the surrounding rock, fully exert the self-supporting characteristic of the surrounding rock and provide time effectiveness for secondary deformation and stress release of the surrounding rock. The rigid support is used after the next tunneling operation, so that the time effect can be provided for surrounding rock deformation and stress release again. By the circulation, the shaft can be dynamically supported in real time in the shaft tunneling process, the problems of high surrounding rock stress, difficulty in preventing and controlling water by underground high water pressure, difficulty in controlling the stability of the surrounding rock, many potential safety hazards in construction, high rock burst risk and the like in a high stress area of the shaft are solved, and the problems in the shaft tunneling and supporting processes in deep strata and high stress areas are effectively solved. Specifically, the slag tapping can be carried out in a divided mode or the slag discharging can be carried out to the bottom once according to the blasting footage. The muck can be discharged out of the shaft by using a grab (e.g., a center rotary grab) and a bucket. In order to ensure safety, whether residual artillery remains or not is checked while mucking, and if yes, the residual artillery should be timely and safely removed. After the slag discharging (or the slag discharging in times) is finished, flexible active supporting is implemented. Before the flexible active support is implemented, the exposed surrounding rock condition and the deep well surrounding rock monitoring result are observed to judge the rock burst risk. When no rock burst risk occurs, the pumice is cleaned, and flexible active support is implemented in time. The flexible active supporting structure is a composite multi-time supporting component and is a relatively flexible structure adapted to stress release deformation of surrounding rock. Meanwhile, the structure actively improves the performance of the surrounding rock and fully exerts the self-bearing performance of the surrounding rock.
According to one embodiment of the invention, flexible support can be performed multiple times. The inventor finds that for a vertical shaft in a high stress area, secondary or multiple flexible support should be implemented in combination with time when a large-deformation surrounding rock still exists after the primary flexible support is implemented; and for the vertical shaft of which the surrounding rock tends to be stable after the flexible support is implemented once, the flexible support is not needed to be implemented for many times.
According to still another embodiment of the present invention, the flexible support may be formed using at least one of shotcrete, anchor rods, anchor nets, anchor cables, steel strips, metal nets and non-metal nets. For example, the flexible active combined supporting structure can be an anchor net supporting structure, an anchor net spraying supporting structure or a flexible active combined supporting structure combining an anchor net and an anchor cable, an anchor net and a steel belt. Therefore, the device can adapt to stress distribution deformation of the surrounding rock, can actively improve the performance of the surrounding rock and fully exert the self-supporting performance of the surrounding rock. It should be noted that, when performing flexible supporting for multiple times, each flexible supporting may be of a different flexible supporting type, and a person skilled in the art may select the flexible supporting according to actual needs as long as the flexible supporting is adapted to stress release of the surrounding rock and meets deformation of the surrounding rock.
It should be noted that, the above-mentioned is an implementation scheme of a complete excavation and masonry cycle, and in the actual implementation of the present invention, if one advance detection and advance formation pretreatment can meet the technical requirements of a plurality of excavation cycles, multiple excavation and multiple support processes can be performed after one advance detection and advance formation pretreatment. Similarly, after multiple tunneling and multiple flexible supporting, continuous rigid supporting can be performed again. The selection can be made by those skilled in the art based on the physical circumstances of the shaft.
According to the method for driving and supporting the vertical shaft in the deep stratum and the high-stress area, the ground condition under the working surface of the vertical shaft is detected in advance, the ground condition information under the working surface of the vertical shaft can be known in advance, the actual condition of surrounding rocks can be revealed by analyzing the working surface of the vertical shaft in real time, the advanced stratum pretreatment technical measures for the deep stratum and the surrounding rock supporting parameters can be determined based on the obtained advanced detection information, the surrounding rock stress can be gradually released and stably adjusted by implementing the advanced stratum pretreatment, and finally a new balance stress field is formed with a vertical shaft structure; after advance stratum pretreatment is carried out at the bottom of the vertical shaft, tunneling work can be carried out, and after the tunneling work is finished, a rigid support can be formed by pouring on the periphery of the upper part of the vertical shaft which is subjected to flexible support, so that the composite support of the flexible support and the rigid support of the wall of the vertical shaft is finished. The flexible support has certain deformation characteristics, provides restrained deformation for the surrounding rock of the vertical shaft, and enables the surrounding rock to continuously release stress; and the rigid support basically limits the continuous deformation of the surrounding rock, so that the surrounding rock of the vertical shaft reaches a new stress balance state. By the matching and complementary use of the flexible support and the rigid support of the vertical shaft surrounding rock, the self-supporting function of the surrounding rock can be fully exerted, and the dynamic real-time support of the vertical shaft is realized. After rigid support of the upper part of the vertical shaft is completed, mucking is carried out on the bottom of the vertical shaft, namely hysteresis mucking is carried out in the process of driving the vertical shaft, and the hysteresis mucking can provide primary deformation and stress release for surrounding rocks. After the lagging mucking is finished, flexible supports are arranged on the surrounding rock at the lower section of the vertical shaft, belong to active supports, can actively improve the characteristics of the surrounding rock, give full play to the self-supporting characteristics of the surrounding rock, and provide deformation and stress release for the surrounding rock again. The rigid support is used for providing deformation and stress relief for the surrounding rock again after the next tunneling operation. By the circulation, the shaft can be dynamically supported in real time in the shaft tunneling process, the problems of high surrounding rock stress, difficulty in preventing and controlling water by underground high water pressure, difficulty in controlling the stability of the surrounding rock, many potential safety hazards in construction, high rock burst risk and the like in a high stress area of the shaft are solved, and the problems in the shaft tunneling and supporting processes in deep strata and high stress areas are effectively solved.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.
Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.
Claims (10)
1. A method for vertical shaft tunneling and supporting suitable for deep stratum and high stress area is characterized by comprising the following steps:
(1) carrying out advanced detection on the ground conditions under the vertical shaft working surface so as to obtain advanced detection information of the ground conditions;
(2) performing advanced formation pretreatment at the bottom of the vertical shaft based on the obtained advanced detection information;
(3) carrying out tunneling work at the bottom of the vertical shaft, and then pouring at the periphery of the upper shaft of the vertical shaft and the inner periphery of the flexible support to form a rigid support;
(4) and performing lagging mucking on the bottom of the vertical shaft, and arranging a flexible support on surrounding rocks at the lower section of the vertical shaft.
2. The method of claim 1, wherein the depth of the deep formation is greater than 1000 m.
3. The method of claim 1 or 2, wherein the high stress region is a region where the ratio of uniaxial compressive strength of the surrounding rock to the maximum principal stress of the parent rock is less than or equal to three in the region where the shaft face is located.
4. The method according to claim 1, wherein in step (1), the earth conditions below the shaft face are advanced by drilling or geophysical prospecting.
5. The method as claimed in claim 1, wherein in step (1), the advanced detection is at least one selected from the group consisting of core physical and chemical analysis, surrounding rock stress measurement, water pressure test, surrounding rock integrity analysis, and water quality analysis.
6. The method of claim 1, wherein in step (2), the advanced formation pretreatment is at least one selected from advanced water injection softening, advanced pressure relief, advanced blasting, advanced grouting, and advanced material implantation.
7. The method according to claim 1, wherein in step (3), the rigid support is a concrete support.
8. The method of claim 7, wherein the concrete support is a support using at least one of plain concrete, steel reinforced concrete, fiber concrete, reinforced concrete, and bag-in-mold concrete.
9. The method according to claim 1, characterized in that in step (4), the flexible support is performed at least once.
10. The method according to claim 1 or 9, wherein in step (4), the flexible support is at least one of shotcrete, anchor rods, anchor nets, anchor cables, metal nets, steel belts and non-metal nets.
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| CN112364412B (en) * | 2020-10-19 | 2021-11-30 | 北京科技大学 | Construction method of uneven self-weight stress field of bedrock of deep vertical shaft |
| CN112985133B (en) * | 2021-03-05 | 2022-06-14 | 太原理工大学 | Method for treating accumulated temperature in deep part of gangue dump by inclined gravity assisted heat pipe in stages |
| CN113090272A (en) * | 2021-04-26 | 2021-07-09 | 中国恩菲工程技术有限公司 | Deep shaft and partition supporting method thereof |
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| CN101349064B (en) * | 2008-08-26 | 2010-04-07 | 中国水利水电第五工程局 | Construction method of hydroelectric power station surge chamber vertical shaft under soft rock geological condition |
| CN201687480U (en) * | 2010-08-19 | 2010-12-29 | 李明 | Vertical shaft penetrating thick soft soil layer integral butting steel protecting tube |
| CN103850684B (en) * | 2013-11-22 | 2017-04-05 | 北京中煤矿山工程有限公司 | A kind of shaft excavation machine expands the sinking shaft technique of anti-well rig pilot shaft |
| CN104453913B (en) * | 2014-12-19 | 2016-08-03 | 玉溪大红山矿业有限公司 | A kind of Shaft Stopes front pre-grouting method |
| CN108868776B (en) * | 2018-07-06 | 2019-10-25 | 中钢集团马鞍山矿山研究院有限公司 | The high pressure-bearing broken rock of deep-well induces pre-pouring grout reinforcement means in advance |
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