CN114320311A - Interval underground excavation method and support framework based on surrounding rock grade - Google Patents
Interval underground excavation method and support framework based on surrounding rock grade Download PDFInfo
- Publication number
- CN114320311A CN114320311A CN202111680693.XA CN202111680693A CN114320311A CN 114320311 A CN114320311 A CN 114320311A CN 202111680693 A CN202111680693 A CN 202111680693A CN 114320311 A CN114320311 A CN 114320311A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- excavation
- surrounding rock
- deformation
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000009412 basement excavation Methods 0.000 title claims abstract description 207
- 239000011435 rock Substances 0.000 title claims abstract description 207
- 238000000034 method Methods 0.000 title claims abstract description 201
- 238000010276 construction Methods 0.000 claims abstract description 120
- 238000012545 processing Methods 0.000 claims abstract description 41
- 230000008569 process Effects 0.000 claims description 57
- 238000012544 monitoring process Methods 0.000 claims description 48
- 230000005641 tunneling Effects 0.000 claims description 19
- 238000000547 structure data Methods 0.000 claims description 11
- 239000011378 shotcrete Substances 0.000 claims description 10
- 238000005070 sampling Methods 0.000 claims description 9
- 238000004904 shortening Methods 0.000 claims description 4
- 230000000153 supplemental effect Effects 0.000 claims 1
- 229910000831 Steel Inorganic materials 0.000 description 25
- 239000010959 steel Substances 0.000 description 25
- 239000004567 concrete Substances 0.000 description 23
- 238000005507 spraying Methods 0.000 description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 16
- 238000005553 drilling Methods 0.000 description 13
- 230000003014 reinforcing effect Effects 0.000 description 13
- 238000013461 design Methods 0.000 description 10
- 238000005422 blasting Methods 0.000 description 9
- 239000002689 soil Substances 0.000 description 9
- 230000008859 change Effects 0.000 description 8
- 238000006243 chemical reaction Methods 0.000 description 8
- 230000006378 damage Effects 0.000 description 6
- 238000001514 detection method Methods 0.000 description 6
- 238000005259 measurement Methods 0.000 description 6
- 241001023788 Cyttus traversi Species 0.000 description 5
- 230000002159 abnormal effect Effects 0.000 description 5
- 230000008901 benefit Effects 0.000 description 5
- 239000000523 sample Substances 0.000 description 5
- 239000002893 slag Substances 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 238000009826 distribution Methods 0.000 description 4
- 230000007774 longterm Effects 0.000 description 4
- 238000002620 method output Methods 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 230000005855 radiation Effects 0.000 description 4
- 238000009825 accumulation Methods 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 230000003111 delayed effect Effects 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000011835 investigation Methods 0.000 description 2
- 238000010801 machine learning Methods 0.000 description 2
- 230000004044 response Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 206010019233 Headaches Diseases 0.000 description 1
- 206010033425 Pain in extremity Diseases 0.000 description 1
- 230000003044 adaptive effect Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000006399 behavior Effects 0.000 description 1
- 230000000295 complement effect Effects 0.000 description 1
- 238000004132 cross linking Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 231100000869 headache Toxicity 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 230000003287 optical effect Effects 0.000 description 1
- 238000012634 optical imaging Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
- 208000024891 symptom Diseases 0.000 description 1
- 230000002195 synergetic effect Effects 0.000 description 1
Images
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to an interval underground excavation method and a supporting framework based on surrounding rock grades, wherein the method at least comprises the following steps: the first processing unit establishes a tunnel excavation procedure based on the surrounding rock grade of the tunnel to be excavated according to the advanced geological forecast acquired by the first acquisition unit, and performs advanced support according to the established tunnel excavation procedure and the surrounding rock grade; the second processing unit selects a real-time construction area tunnel excavation construction method based on the surrounding rock grade information which is collected by the second collecting unit and is related to the construction progress; and under the condition that the tunnel excavation construction method of the construction area cannot be matched with the tunnel excavation procedure, the first processing unit updates the established tunnel excavation procedure according to the surrounding rock data collected by the second collecting unit, and the excavation unit controls the deformation of the tunnel surrounding rock in the excavation area in a mode of increasing active support according to the surrounding rock grade information collected by the second collecting unit.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to an interval underground excavation method and a supporting framework based on surrounding rock grades.
Background
The current surrounding rock grading work is mostly finished in a tunnel investigation and design stage, and a surrounding rock grading result is obtained mainly according to geological data obtained in the investigation stage. However, the survey cost is huge, the operation is difficult, the obtained information is often incomplete, the sample is limited, and the regional limitation may exist, so that the surrounding rock classification in the survey design stage can only be used as the pre-classification, and the surrounding rock classification in the construction stage needs to be continuously corrected according to the change of geological conditions. Taking a BQ classification method as an example, the core work of classification of tunnel surrounding rocks in the current construction stage is the on-site rapid acquisition of an Rc value and a Kv value. For the Rc value, a rebound value is measured by a rebound instrument for conversion in a construction stage, and the work is complicated, so that the grading work period is long, and an accurate rock uniaxial compressive strength value is obviously difficult to obtain only by the rebound value; for the Kv value, a mode of counting joints is mostly adopted in the construction stage, the Kv value is obtained through a conversion formula, and the method is greatly influenced subjectively due to the fact that different observers have differences in the definition of the joints. This results in long working time and unreliable results in the surrounding rock classification in the construction stage, thereby affecting the construction progress and the construction safety.
Chinese patent CN110705178A discloses a dynamic prediction method of surrounding rock deformation in the whole process of tunnel/subway construction based on machine learning, which uses the unified design of the tunnel/subway to design the surrounding rock grade section as the research object, and meanwhile, the convergence value of the surrounding rock deformation of each selected section can be obtained through on-site monitoring measurement. And taking the selected monitoring section as a sample, wherein each sample contains the natural property index of the rock mass of the section and the surrounding rock deformation convergence value. And collecting information of each measuring section of the excavated section to form a sample space. And then the deformation convergence value of the surrounding rock is directly predicted through the natural attribute of the exposed surrounding rock of the current tunnel face. The invention researches a machine learning-based surrounding rock deformation response prediction method in the whole process of tunnel/subway construction. Compared with the previous research, the method is based on the prior distribution information in the tunnel/subway excavation process, and further a response prediction model of the surrounding rock deformation is constructed. And direct data support is provided for subsequent construction method change and support parameter optimization. The prediction of surrounding rock can only be carried out before the construction to this patent, and the data that its acquireed only can regard as the preliminary grading before the construction, and the data that can't actually gather at the work progress result are revised in order to make things convenient for the follow-up to establish enough stable safe supporting system, and its prediction result has regional limitation, can't extensively be applicable to different geological construction conditions.
Therefore, a tunnel underground excavation method and a tunnel support framework which can acquire surrounding rock grade data in a construction stage to verify and correct a pre-established surrounding rock grading result and adjust or supplement an excavation construction method and a support system selected based on the pre-established surrounding rock grading are needed, so that the tunnel underground excavation method and the tunnel support framework which can effectively ensure the controllable deformation of tunnel surrounding rocks in a later use process in a tunnel excavation process.
Furthermore, on the one hand, due to the differences in understanding to the person skilled in the art; on the other hand, since the inventor has studied a lot of documents and patents when making the present invention, but the space is not limited to the details and contents listed in the above, however, the present invention is by no means free of the features of the prior art, but the present invention has been provided with all the features of the prior art, and the applicant reserves the right to increase the related prior art in the background.
Disclosure of Invention
Aiming at the defects of the prior art, the technical scheme provided by the invention is an interval subsurface excavation method based on surrounding rock grades, which at least comprises a first acquisition unit capable of performing advanced geological forecast on a tunnel area to be excavated, an excavation unit for completing tunnel excavation operation according to instructions and a second acquisition unit capable of acquiring real-time tunnel surrounding rock grades in the tunnel excavation process, wherein the method at least comprises the following steps of: the first processing unit establishes a tunnel excavation procedure based on the surrounding rock grade of the tunnel to be excavated according to the advanced geological forecast acquired by the first acquisition unit, and performs advanced support according to the established tunnel excavation procedure and the surrounding rock grade; the second processing unit selects a real-time construction area tunnel excavation construction method based on the surrounding rock grade information which is collected by the second collecting unit and is related to the construction progress; and under the condition that the tunnel excavation construction method of the construction area cannot be matched with the tunnel excavation procedure, the first processing unit updates the established tunnel excavation procedure according to the surrounding rock data collected by the second collecting unit, and the excavation unit controls the deformation of the tunnel surrounding rock in the excavation area in a mode of increasing active support according to the surrounding rock grade information collected by the second collecting unit. The tunnel surrounding rock grade monitoring method has the advantages that whether the tunnel surrounding rock grade acquired by the first acquisition unit is accurate or not is verified through the real-time tunnel surrounding rock grade of the construction area acquired by the second acquisition unit, and a preset tunnel excavation procedure and an advance support framework are verified or corrected, so that tunnel excavation operation and surrounding rock support operation can be performed by using an optimal excavation construction method and a support structure all the time in the tunnel excavation process, the controllability of surrounding rock deformation in the excavation process is ensured, the tunnel excavation process is always within a controllable range, and safe and efficient tunneling is realized. In the process of tunnel excavation, the excavation unit can selectively adjust an excavation construction method and a corresponding support framework according to the grade of surrounding rocks, so that tunnels with different geological conditions and different grade of surrounding rocks are excavated by adopting different construction methods, a matched support system is constructed, active support can be effectively added particularly under the condition of advanced support, the stability of the surrounding rocks of the tunnels can be fully ensured through the arrangement of a combined support structure, the change degree of the deformation of the surrounding rocks along with time is limited, the deformation damage is delayed or prevented, and the tunnels can be ensured to keep good tunnel body structures within the design service life or overhaul period.
According to a preferred embodiment, in the case that the first processing unit updates the tunnel excavation process constructed by the first processing unit, the first collecting unit can verify the updated tunnel excavation process by performing secondary advanced geological forecast on the non-excavated tunnel region, and perform secondary advanced support on the region to be excavated according to the verified tunnel excavation process. The method has the advantages that secondary advance support is carried out on the section according to actually acquired actual surrounding rock grade information after advance support is carried out on the result output by the first processing unit, so that the defect of the initially constructed advance support can be overcome, the deformation in the initial deformation stage can be restrained in time, the phenomenon that a tunnel is greatly deformed when an effective support structure is not constructed in the initial stage is avoided, the rapid deformation stage is effectively controlled and pushed to be completed, and the deformation enters the deformation slowing stage as soon as possible.
According to a preferred embodiment, the excavation unit can perform excavation construction and tunnel surrounding rock supporting on different tunnel sections by adopting different excavation methods according to a pre-established tunnel excavation process, wherein the excavation method is selected according to a mode that the second acquisition unit acquires surrounding rock grade information of a section to be excavated of the tunnel and outputs the usable excavation method to verify the established tunnel excavation process. The method has the advantages that the excavation construction method can carry out adaptive adjustment according to the actually detected accurate surrounding rock grade of the tunnel section under the condition that the construction flow planning is made in advance, so that the tunneling safety can be improved under the condition of ensuring the tunneling speed.
According to a preferred embodiment, the excavation unit selectively adopts a three-step method or a CD method to complete the tunneling operation of tunnels in different sections according to the grade of surrounding rocks of the tunnel to be excavated, when the excavation unit performs the tunneling operation of the tunnels in the sections, different support systems are constructed in the tunnel according to the excavation method and the grade of the surrounding rocks adopted in the area of the tunnel, and a tunnel monitoring unit capable of monitoring the deformation condition of the surrounding rocks is arranged in the tunnel. The method has the advantages that the method is characterized in that three-step excavation is respectively adopted in II-grade surrounding rock sections and III-grade surrounding rock sections according to the surrounding rock grades, a supporting system of a reinforcing mesh, sprayed concrete and anchor rods is adopted, and the step offset is 3-5 m; excavating the IV-level surrounding rock section by adopting a three-step method, and adopting a supporting system of a steel grating, sprayed concrete, a reinforcing mesh and an anchor rod, wherein the step offset is 3-5 m; and excavating the V-level surrounding rock section by adopting a CD method, adopting a combined supporting system of a steel grating, sprayed concrete, a reinforcing mesh and an anchor rod, and excavating each pilot tunnel by adopting a step method, wherein the step offset is 3-5 m, and the offset distance between the left pilot tunnel and the right pilot tunnel is more than 10 m.
According to a preferred embodiment, the method further comprises surrounding rock deformation monitoring and supplementary supporting, wherein the surrounding rock deformation monitoring comprises the steps of acquiring omnibearing space structure data of a tunnel according to a tunnel monitoring unit, constructing a tunnel model according to the acquired data and performing tunnel deformation analysis; and under the condition that a plurality of tunnel models built along the time axis are different, selectively performing supplementary support on the deformed region of the tunnel so as to control the deformation amount of the tunnel surrounding rock.
According to a preferred embodiment, the spatial structure data related to time collected by the tunnel monitoring unit is recorded by taking a preset deformation amount of the tunnel surrounding rock as the driving time, and the preset deformation amount for sampling is adjustable and set according to the intensity of deformation of the tunnel surrounding rock.
According to a preferred embodiment, when the tunnel monitoring unit monitors that the time period of the tunnel surrounding rock with the preset deformation is shortened, the tunnel monitoring unit acquires dense space structure data representing the surrounding rock deformation condition in a manner of reducing the preset deformation and shortening the sampling period.
According to a preferred embodiment, when the tunnel monitoring unit detects that the tunnel surrounding rock is abnormally deformed and/or excessively deformed, the tunnel monitoring unit can adjust the preset deformation of the sampling and send out early warning information to at least one display terminal.
The application also provides a supporting framework based on the surrounding rock grade, which comprises the steps of utilizing the interval underground excavation method in the content to carry out tunnel excavation and the acquisition of the surrounding rock grade information of different sections of an excavated tunnel, wherein the supporting framework is constructed by selectively adopting various supporting structures according to the excavation construction method and the tunnel surrounding rock grade adopted by the different sections of the excavated tunnel, and at least comprises advanced supporting, active supporting and secondary advanced supporting, wherein the supporting framework is supplemented by the secondary advanced supporting in order to control the deformation of the tunnel surrounding rock in the tunneling process under the condition that the advanced supporting is not matched with the surrounding rock grade acquired by the second acquisition unit.
According to a preferred embodiment, the active support at least comprises a prestressed anchor rod of a tunnel body and a high-performance shotcrete support, wherein the active support can control the deformation of the surrounding rock by shortening the rapid deformation time of the surrounding rock when the excavation disturbance destroys the original stress balance state of the surrounding rock within a certain range before the tunnel face.
Drawings
Fig. 1 is a schematic workflow diagram of an interval excavation method and a supporting structure based on a surrounding rock grade according to a preferred embodiment of the present invention.
List of reference numerals
1: a first acquisition unit; 2: a first processing unit; 3: excavating a unit; 4: a second acquisition unit; 5: a second processing unit; 6: a tunnel monitoring unit; 7: and displaying the terminal.
Detailed Description
The basic deformation curve of the surrounding rock can be roughly divided into 4 stages. Firstly, in an initial deformation stage, excavation disturbance destroys the original stress balance state of surrounding rocks within a certain range in front of a tunnel face, and stress adjustment occurs to cause deformation of the surrounding rocks; but because this part of surrounding rock is restricted by surrounding rock, the surrounding rock deformation is less. And secondly, in a rapid deformation stage, the primary support does not play a role, and the surrounding rock and the advance support are stressed together. The stress boundary condition of the surrounding rock near the tunnel face changes sharply, the stress on the face surface is reduced to zero, and the surrounding rock is changed from a three-dimensional stress state to a one-way stress state, so that the strength is reduced. The deformation of the stage accounts for the main body of the total deformation, and if advance support is strengthened or primary support is timely constructed, the stage can be obviously shortened. And thirdly, in the deformation slowing stage, the primary support starts to play a role, and the surrounding rock-advance support-primary support have a synergistic effect, so that the deformation is restrained, and the deformation rate is gradually reduced. If the primary support cannot be applied in time or the primary support has poor timeliness so that the deformation is difficult to control in time, the surrounding rock develops to the trend of losing the stability until being damaged. And fourthly, in the relatively stable deformation stage, after the stress is adjusted, the surrounding rock and the supporting structure reach balance and enter a stable state and basically do not move any more. For some weak surrounding rocks, due to the continuous release of ground stress, special mineral components of the surrounding rocks, engineering factors and the like, the surrounding rocks still continuously generate small deformation such as shear expansion, creep deformation, expansion and the like. After long-term accumulation, the total deformation value is gradually destroyed after reaching the limit value.
Preferably, for a surrounding rock tunnel with deformation characteristics of large initial deformation, high initial deformation speed, large total deformation amount, remarkable creep deformation and the like, firstly, the deformation in the initial deformation stage needs to be restrained in time, so that the tunnel is prevented from generating large deformation without constructing an effective supporting structure in the initial stage; secondly, the rapid deformation stage is effectively controlled and pushed to be rapidly completed, so that the deformation enters the deformation slowing stage as soon as possible. Preferably, secondary supporting and secondary lining can be carried out according to monitoring data in the relative stable deformation stage so as to ensure the long-term relative stability of tunnel surrounding rocks, delay or prevent deformation damage and ensure that the tunnel can keep a good tunnel body structure in the design service life or the overhaul period.
(2) And (5) performing combined supporting in place once.
In the prior art, a single type of support is difficult to adapt to the characteristics of dynamic change of surrounding rock stress, strong rigidity continuous attenuation and the like, and a tunnel, particularly a weak surrounding rock tunnel, needs to adopt 'anchor one-net one-spraying one-grouting' combined support. On the premise of the same total support amount, the surrounding rock can be strengthened to a higher state at one time by one-time support; the surrounding rock state inevitably attenuates in the process of multiple supporting. The surrounding rock with poor self-stability capability is subjected to advanced support, or a short anchor rod is firstly constructed after initial spraying, so that the surrounding rock has temporary stability, and conditions are created for further construction of long anchor rod (cable) support.
(3) Supporting comprehensively and strengthening locally.
Concrete at the joints of steel frames such as vault, arch waist and arch wall of the weak surrounding rock tunnel is easy to shear and break, and although local damage is shown, the concrete is caused by local uneven deformation in the whole deformation process of the surrounding rock, so that the tunnel is supported in a full-section manner, and an inverted arch back cover is added if necessary to form a closed structure. Only the easily damaged parts are reinforced, and the method belongs to the method for treating headache and foot pain, and treating symptoms but not root causes. For key parts which are easy to induce the overall damage of the tunnel, the main factors and the disaster causing mechanism thereof should be cleaned, and targeted local reinforcing support and treatment measures are taken. For example, wall internal bulging can be caused by both loosening and swelling of the surrounding rock. The former only needs anchor-spraying support to seal surrounding rock and strengthen anchoring, and the latter needs to consider cutting off a hydrophilic way and resisting water and controlling water.
(4) Dynamic adjustment and long-term monitoring.
The deformation of the surrounding rock of the tunnel directly reflects the pressure rule of the surrounding rock and is also an important basis for judging and identifying the stability of the tunnel. The deformation monitoring comprises the deformation behavior of the tunnel body (including primary support surface deformation and deep surrounding rock deformation), and also comprises the stability and deformation reaction (including pre-convergence deformation, tunnel face extrusion deformation and tunnel face stability grading) of the tunnel face-front core soil system. And monitoring the deformation of the surrounding rock and the stress of the supporting structure, and correcting and perfecting the supporting design according to monitoring to ensure the construction safety. On one hand, the type, parameters and implementation of the advance support can be optimized, and on the other hand, the construction time of the preliminary support and whether support reinforcement measures are needed or not can be judged. The deformation of the weak surrounding rock tunnel has long-term performance, so that monitoring needs to be continuously carried out after construction, the continuous change of the performance and the state of the tunnel is tracked, and the safety of the whole life cycle of the tunnel is ensured.
Example 1
The following detailed description is made with reference to the accompanying drawings.
The application provides an interval subsurface excavation method based on surrounding rock grades, which comprises a first acquisition unit 1, a first processing unit 2, an excavation unit 3, a second acquisition unit 4, a second processing unit 5, a tunnel monitoring unit 6 and a display terminal 7.
According to a specific embodiment shown in fig. 1, the first acquisition unit 1 may perform advanced geological forecast on a tunnel region subjected to standardized measurement and marking, and transmit the acquired advanced geological forecast to the first processing unit 2, so that the first processing unit 2 may acquire geological surrounding rock grade information of the tunnel region according to received data, establish a tunnel excavation procedure for reference of subsequent construction according to the distribution condition of the surrounding rock grade, and establish an advanced support in a tunnel to be excavated according to the established tunnel excavation procedure and the surrounding rock grade. The excavation unit 3 can perform excavation operation on different sections of the tunnel by adopting different excavation methods according to the tunnel excavation procedure constructed by the first processing unit 2, and can combine with advance support to adapt to dynamic change of surrounding rock stress and active support with strong rigidity continuous attenuation aiming at different surrounding rock grades in the tunneling process. When the excavation unit 3 performs tunnel excavation along a set direction by using a preset excavation method, the second acquisition unit 4 can detect the geology of a tunnel to be excavated, and transmit the detection result to the second processing unit 5. The second processing unit 5 can obtain the grade of the surrounding rock of the tunnel according to the received geological information, and output the excavation method and the supporting structure which are matched with the section of the tunnel according to the grade of the surrounding rock. When the excavation method by the second processing unit 5 corresponds to the excavation method for the corresponding tunnel section in the tunnel excavation process by the first processing unit 2, the excavation unit 3 excavates the tunnel region in which the advance support has been completed according to the tunnel excavation process by the first processing unit 2. When the excavation method output by the second processing unit 5 cannot match the excavation method of the corresponding tunnel section in the tunnel excavation process output by the first processing unit 2, the first processing unit 2 updates the tunnel excavation process established by the first processing unit according to the surrounding rock data acquired by the second acquisition unit 4. The excavation unit 3 performs tunneling of the tunnel in the section according to the updated tunnel excavation process or the excavation method of the interval tunnel output by the second processing unit 4, and the excavation unit 3 controls deformation of tunnel surrounding rocks in an excavation area in a manner of increasing active support according to surrounding rock grade information acquired by the second acquisition unit 4. The method for verifying whether the grade of the tunnel surrounding rock acquired by the first acquisition unit 1 is accurate or not is carried out through the grade of the tunnel surrounding rock acquired by the construction area in real time by the second acquisition unit 4, and the preset tunnel excavation process and the advance support framework are verified or corrected, so that the tunnel excavation operation and the surrounding rock support operation can be carried out by using the optimal excavation construction method and the support structure all the time in the tunnel excavation process, the controllability of the surrounding rock deformation in the excavation process is ensured, the tunnel excavation process is always in a controllable range, and safe and efficient tunneling is realized. In the process of tunnel excavation, the excavation unit 3 can selectively adjust an excavation construction method and a corresponding support framework according to the grade of surrounding rocks, so that tunnels with different geological conditions and different grade of surrounding rocks are excavated by adopting different construction methods, a matched support system is constructed, active support can be effectively added particularly under the condition of advance support, the stability of the surrounding rocks of the tunnels can be fully ensured through the arrangement of a combined support structure, the change degree of the deformation of the surrounding rocks along with time is limited, the occurrence of deformation damage is delayed or prevented, and the tunnels can be ensured to keep good tunnel body structures within the design service life or the overhaul period.
Preferably, under the condition that the first processing unit 2 updates the tunnel excavation process constructed by the first processing unit according to the geological data acquired by the second acquisition unit 4, the first acquisition unit 1 can synchronously verify the updated tunnel excavation process by performing secondary advanced geological prediction on the un-excavated tunnel region, and perform secondary advanced support on the tunnel section to be reinforced and supported in the region to be excavated according to the verified tunnel excavation process. The initial detection surrounding rock grade is verified and corrected according to the geological data and the surrounding rock grade acquired in real time in the construction process, so that the preset tunnel excavation process and the advance support framework can be accurately adjusted, and the tunnel excavation project can be quickly and stably constructed. Preferably, the tunnel excavation procedure is to select an excavation method adapted to the tunnel section according to the surrounding rock grades of different sections of the tunnel to be excavated, and arrange the plurality of excavation methods in order to form an operation set. Namely, the tunnel excavation process at least comprises the operation steps of orderly performing excavation construction on at least part of the tunnel region according to a plurality of excavation methods selected according to the surrounding rock grades of different sections of the tunnel. Preferably, the plurality of excavation methods associated with the grade of the surrounding rock of the section tunnel sequentially splice the plurality of excavation methods corresponding to the grade of the surrounding rock of the section tunnel in a manner that the section tunnels are butted to form a tunnel model, and only segment marking is performed on the constructed tunnel model. Preferably, the non-matching means that the excavation method of a section of the tunnel set according to the advanced geological forecast is inconsistent with the excavation method output by acquiring the real-time field surrounding rock data before the same section is tunneled, and if the two excavation methods are different, the excavation method output in real time cannot be matched with the excavation process. Preferably, the matching operation is that in the construction process, the real-time surrounding rock grade of the section to be excavated is calculated according to surrounding rock data acquisition of the section to be excavated, the excavation construction method is output according to the calculated surrounding rock grade, the output excavation construction method is matched with the preset excavation construction method of the corresponding section in the excavation procedure, if two excavation construction methods in different periods of the same tunnel section are consistent, the construction operation can be directly performed, if the two excavation construction methods are inconsistent, tunneling construction along with the tunnel is indicated, and if the surrounding rock of the same section changes or data of early advance geological forecast has errors, the tunneling operation is continued after the supporting and protecting geology of the section of the tunnel is pertinently supplemented according to the surrounding rock data and the advance geological data detected in real time.
Preferably, the advanced geological forecast is to find out information such as unfavorable engineering, hydrogeology and the like in front of the tunnel face of the tunnel through comprehensive means such as geological survey, physical detection, advanced geological drilling and hole exploration and the like, and early warn in advance so as to take targeted engineering technical measures, reduce the harm of the unfavorable geology to the construction of the rail traffic engineering and ensure the safety quality of the construction of the tunnel engineering. The first acquisition unit 1 adopts geological radar forecasting means to detect according to the whole surrounding rock condition level of the project and the surrounding environment, and cooperates with advanced geological drilling to timely master the scale, the property, the stability and the underground water condition of a rock stratum and a broken zone, so that the first processing unit 2 establishes a tunnel excavation process with pertinence and rationality according to the geological information of the tunnel region to be excavated, which is acquired by the first acquisition unit 1. Preferably, the advanced geological drilling aims at detecting the lithology, the structure and the water-leaking condition in front of the surrounding rock, and the front geological condition is judged through the change of the lithology, the stuck drill, the blunt drill and the water-leaking condition. And in the drilling process, observing the hole forming speed, hole slag, water flow in the hole and the like to judge whether the front stratum is suddenly changed. In the construction process, geological sketch and geological record are required after each blasting is finished, the geological condition is analyzed and compared with the geological survey report and the advanced geological forecast, so that the support parameters are optimally adjusted, the cyclic footage is accelerated, and the construction progress is improved.
Preferably, the excavation unit 3 can perform tunneling construction and tunnel surrounding rock support for different tunnel sections in sequence according to a tunnel excavation procedure pre-established by the first processing unit 2. Specifically, the excavation operation of the excavation unit 3 is performed according to a predetermined construction scheme, and it is possible to perform excavation construction using different excavation methods for tunnel sections with different surrounding rock grades according to a predetermined tunnel excavation procedure during the construction operation. Preferably, the excavation method for selecting a tunnel in a specific section by the excavation unit 3 is to verify the pre-established tunnel excavation procedure by adopting the excavation method according to the surrounding rock grade information and the output of the to-be-excavated section of the tunnel acquired by the second acquisition unit 4, so that when the excavation method matched with the tunnel in the section by the first processing unit 2 based on the surrounding rock grade is consistent with the excavation method obtained by analyzing the tunnel in the same section by the second processing unit 5, the tunneling work of the tunnel is continuously completed in a mode of converting the excavation method. Preferably, the excavation unit 3 may be an assembled excavation apparatus and tunneling process. Preferably, when the excavation construction method of the tunnel in the section output by the second processing unit 5 according to the geological information acquired by the second acquisition unit 4 is inconsistent with the excavation construction method of the same section in the tunnel excavation process established by the first processing unit 2, the constructed advance support in the tunnel in the section is supplemented according to the actual surrounding rock grade of the tunnel in the section acquired by the second acquisition unit 4, so that the surrounding rock of the tunnel in the section can always keep a relatively stable state in the excavation process, sufficient construction time is provided for constructing an active support in the subsequent excavation process, the deformation in the initial deformation stage can be inhibited in time, and the phenomenon that the tunnel is greatly deformed when an effective support structure is not constructed in the initial stage is avoided; secondly, the rapid deformation stage is effectively controlled and pushed to be rapidly completed, so that the deformation enters the deformation slowing stage as soon as possible.
Preferably, the excavation unit 3 can selectively perform tunneling construction operations of tunnels in different sections by a three-step method, a CD method or a CRD method according to the tunnel excavation procedure output by the first processing unit 2 after the section tunnel excavation method output by the second processing unit 5 is verified, and can perform excavation method conversion according to the corrected tunnel excavation procedure after collecting and confirming the actual grade of surrounding rock of the next section tunnel to be excavated at the junction of the tunnel sections with the changed grade of the surrounding rock by the second collecting unit 4, thereby completing continuous tunneling operations of multiple sections of tunnels.
Preferably, when the excavation unit 3 performs tunneling operation of a section tunnel, different support systems are constructed in the tunnel according to the excavation method and the surrounding rock grade adopted in the area of the tunnel, and a tunnel monitoring unit 6 capable of monitoring the deformation condition of the surrounding rock is arranged in the tunnel. The tunnel monitoring unit 6 monitors the omnibearing space structure of the tunnel and generates space structure data, thereby monitoring the surrounding rock deformation and supporting deformation of the whole tunnel space, further constructing a tunnel model along the time by utilizing the collected space structure data, and completing tunnel deformation analysis by utilizing a mode of comparing a plurality of orderly arranged tunnel models established along a time axis, thereby more frequently and accurately monitoring the section tunnels of abnormal deformation of the surrounding rock and the supporting structure, and prompting construction maintainers to make targeted supplementary supporting for the abnormal deformation area. Namely, under the condition that a plurality of tunnel models established along the time axis have differences, the deformed region of the tunnel is selectively and additionally supported to control the deformation amount of the surrounding rock of the tunnel. Preferably, the spatial structure data related to time collected by the tunnel monitoring unit 6 is recorded by taking a preset deformation amount of the tunnel surrounding rock as the driving time, and the preset deformation amount for sampling is adjustable and set according to the intensity of deformation of the tunnel surrounding rock. Preferably, when the tunnel monitoring unit 6 monitors that the time period of the preset deformation of the tunnel surrounding rock is shortened, the tunnel monitoring unit 6 acquires dense space structure data representing the deformation condition of the surrounding rock in a manner of reducing the preset deformation and shortening the sampling period. Further preferably, when detecting that the tunnel surrounding rock is abnormally deformed and/or excessively deformed, the tunnel monitoring unit 6 can send out early warning information to at least one display terminal 7 while adjusting the preset deformation of the sampling.
Preferably, the tunnel monitoring unit 6 may include a three-dimensional laser scanner and an infrared thermal imager. The three-dimensional laser scanner can scan the inside of the tunnel. The spatial structure data are accurately and comprehensively acquired in real time, the tunnel deformation analysis is carried out, and the tunnel information construction is guided, so that the risk early warning and forecasting can be timely carried out on the tunnel construction. The inside of the tunnel is scanned in a segmented mode in the scanning process, and a wireless transmission device carried by the three-dimensional laser scanner transmits a real-time scanning picture to a main control module to remotely acquire point cloud data; and after the cloud data are obtained, the main control module processes the data and automatically generates a tunnel structure diagram. In addition, the measured point cloud data are respectively in mutually independent coordinate systems with the measuring stations as the origin, so that the point cloud data of the measuring stations need to be spliced when the tunnel deformation analysis is carried out. And comparing the generated tunnel section diagram with a design specification, observing whether displacement such as peripheral displacement and vault subsidence of the tunnel is in a normal state, and when abnormal conditions such as a recurved point and the like occur in the measured data convergence rate, indicating that abnormal deformation occurs in the surrounding rock and needing to take a reinforcing support measure. And the infrared thermal imager and the three-dimensional laser scanner are used for monitoring the interior of the tunnel simultaneously. The thermal infrared imager is composed of an infrared detector, an optical imaging objective lens and an optical machine scanning system and is mainly used for receiving infrared radiation energy distribution maps of all positions in a tunnel, the infrared radiation energy is converted into electric signals by the detector, and the electric signals are amplified, converted or standard video signals are displayed on an infrared thermal image through a display module. The display module can be a television screen or a monitor; the infrared thermal imager also utilizes the equipped wireless transmission device to construct the environment for the transmission tunnel. This facilitates monitoring of abnormal infrared radiation (e.g. water inrush) within the tunnel. The real-time scanning picture and the infrared radiation energy distribution map are matched and analyzed to perform form and energy complementary analysis, so that the detection capability is improved, and real-time and omnibearing detection can be realized.
Example 2
This embodiment is a further improvement of embodiment 1, and repeated contents are not described again.
When the subway tunnel construction of the metal starting section is carried out, the hidden beam and the embedded part are synchronously embedded in the construction of the transverse channel, and the horsehead door reinforcing frame is constructed after the construction. And then, opening a south side ingate, and carrying out front line excavation supporting construction. After the full section is sealed into a ring of 15m, opening the side ingate to carry out front line excavation supporting construction.
And synchronously pre-burying the hidden beam and the pre-buried part in the construction of the vertical shaft, and constructing a horse head door reinforcing frame after the construction is finished. And then opening a north side ingate, and performing main line excavation supporting construction. After the full section is sealed into a ring of 15m, opening the side ingate to carry out front line excavation supporting construction.
And excavating the main line by adopting a drilling and blasting method, and mechanically finishing to break the excavation matching.
Excavating II and III-grade surrounding rock sections by adopting a three-step method, and adopting a support system of a reinforcing mesh, sprayed concrete and an anchor rod, wherein the step offset is 3-5 m;
excavating the IV-level surrounding rock section by adopting a three-step method, and adopting a supporting system of a steel grating, sprayed concrete, a reinforcing mesh and an anchor rod, wherein the step offset is 3-5 m;
and excavating the V-level surrounding rock section by adopting a CD method, adopting a combined supporting system of a steel grating, sprayed concrete, a reinforcing mesh and an anchor rod, and excavating each pilot tunnel by adopting a step method, wherein the step offset is 3-5 m, and the offset distance between the left pilot tunnel and the right pilot tunnel is more than 10 m.
And (3) excavating in the range of 5m on two sides of the vertical shaft wall by adopting a CRD method, namely adding temporary cross braces at the upper step and the lower step excavated by the original CD method.
The underground excavation operation needs to be carried out strictly according to the designed construction step sequence, and 1-3 advanced exploration holes are drilled under the guidance of advanced geological forecast before the underground excavation operation is determined to be implemented so as to find the development condition of underground water. The probe hole is arranged at a position 1m below the vault.
Preferably, the transverse passage ingate is firstly constructed towards the south side area and then constructed towards the north side area.
In the construction stage of the transverse channel, arch crown advanced small guide pipes and grouting are drilled at the part of the ingate in the alignment line section, hidden beam steel bars are pre-buried, a ingate reinforcing frame is constructed after the early support of the transverse channel is finished, early support of an upper step of a left pilot tunnel is broken → three reinforcing steel grids in front of an arch part of the erecting tunnel and concrete is sprayed → soil mass of the arch part is excavated, a fourth steel grid of the arch part is erected and concrete is sprayed → hollow anchor rods are drilled along the arch part for grouting → next construction is carried out → excavation is carried out for 3-5 meters → the lower step of the left pilot tunnel is broken → three reinforcing steel grids in front of the erecting tunnel are sprayed → soil mass is excavated, the fourth steel grid is erected and concrete is sprayed → construction of the next steel grid is carried out → circular construction of an upper step and a lower step is carried out after ring is closed.
And after the left pilot tunnel is excavated to be not less than 10m, constructing a ingate of the right pilot tunnel according to the same method.
And after the full sections of the left and right pilot tunnels are closed to form a ring of not less than 15m, opening the side ingates according to the same construction sequence.
The highly weathered basalt in the ingate range is preferentially broken mechanically, and is constructed by adopting a drilling and blasting method when the strong weathered basalt is difficult to break. And constructing the other stroke-induced rock layers by adopting a drilling and blasting method.
Preferably, the two sides of the vertical shaft wall are excavated within 5m by adopting a CRD method. The vertical shaft ingate is firstly constructed towards the north side interval and then constructed towards the south side interval.
In the construction stage of the vertical shaft, a small arch crown advance guide pipe and grouting are arranged at the position of the horsehead door in the alignment line section, hidden beam steel bars are pre-buried, a horsehead door reinforcing frame is applied after the early support of the vertical shaft is finished, a horsehead door reinforcing frame is firstly supported on the left side pilot tunnel on the north side of the broken section, three reinforcing steel grids in front of the arch part of the erection tunnel door are sprayed with concrete → the soil mass of the arch part is excavated, a fourth steel grid of the arch part is erected and sprayed with concrete → a hollow anchor rod is arranged along the arch part for grouting → the next construction is carried out → the excavation is carried out for 10m → the first support of the upper step of the broken right side pilot tunnel → three reinforcing steel grids in front of the erection tunnel door are sprayed with concrete → the soil mass is excavated, the fourth steel grid is erected and sprayed with concrete → the next construction is carried out → the upper step of the left side pilot tunnel is circularly constructed according to the CRD closed ring of not less than 10 m.
And (3) closing the ingate on the left and right pilot tunnels on the opposite side (south side) of the construction interval into a ring of not less than 5 meters according to CRD (cross-linking detection).
And then constructing the ingate of the lower step of the left and right guide tunnels on the north side according to the same method, and opening the ingate of the lower step of the left and right guide tunnels on the opposite side (south side) according to the same construction sequence after the full section of the left and right guide tunnels is closed into a ring of not less than 15 m.
The highly weathered basalt in the ingate range is preferentially broken mechanically, and is constructed by adopting a drilling and blasting method when the strong weathered basalt is difficult to break. And constructing the other stroke-induced rock layers by adopting a drilling and blasting method.
Preferably, in order to ensure construction safety, the temporary bottom sealing of the shaft bottom is carried out when the shaft is constructed to 2m below the arch crown of the passage from top to bottom. Then, a single row of small ducts are arranged, wherein the advanced small ducts are made of DN25 multiplied by 2.75mm steel pipes, the small ducts are 4m long, the ducts are arranged horizontally, single-liquid cement slurry is injected, the annular distance is 0.3m, the distance from an excavation line is 0.3m, and the ducts are arranged along the range of the arch part.
After the pilot tunnel on the transverse channel is finished, immediately drilling a single-row small guide pipe, wherein the advanced small guide pipe is a DN32 multiplied by 2.75mm steel pipe, the length of the small guide pipe is 4m, the horizontal drilling is carried out, single-liquid cement slurry is injected, the annular interval is 0.3m, the distance from an excavation line is 0.3m, and the drilling is carried out along the range of the arch part.
Grouting pressure: 0.2 to 0.5 MPa. Grouting diffusion radius: 250 mm. The grouting speed is less than or equal to 30L/min.
Example 3
Preferably, in the construction process of the three-step method, the distance between every two steps is staggered by 3-5 m; core soil does not need to be reserved on each step, and the steps are set to be on the slope according to the soil layer stability condition 1 (0.7-1.0). During construction, the working surface is ensured to be operated without water, and water accumulation on the tunnel surface and in the tunnel is strictly forbidden. And (5) performing back grouting in time after the primary support is finished. Monitoring and measurement should be enhanced during construction, and support parameters are adjusted according to feedback information of the monitoring and measurement. Further preferably, the construction step of the interval standard end face three-step method comprises the following steps:
step 1: and excavating an upper step with the height of 2.5 m. Setting hollow anchor rod in arch part, hanging net and spraying concrete.
Step 2: and excavating middle steps with the height of 3.165 m. And (4) arranging a hollow anchor rod, hanging a net and spraying concrete.
And 3, step 3: the lower step was excavated, height 3.165 m. And hanging a net and spraying concrete.
The three-step method construction step sequence of the section cross crossover section comprises the following steps:
step 1: and excavating an upper step with the height of 2.5 m. Setting hollow anchor rod in arch part, hanging net and spraying concrete.
Step 2: and excavating middle steps with the height of 3.735 m. And (4) arranging a hollow anchor rod and a local mortar anchor rod, hanging a net and spraying concrete.
And 3, step 3: the lower step was excavated, height 3.735 m. And (4) arranging local mortar anchor rods, hanging nets and spraying concrete.
Preferably, in the CD method construction process, each pilot tunnel is excavated by a step method, the distance between an upper step and a lower step is staggered by 3-5 m, and the longitudinal excavation surface of each pilot tunnel is staggered by more than 10 m; and each step adopts 1 (0.7-1.0) slope relief according to the soil layer stability condition. During construction, the working surface is ensured to be operated without water, and water accumulation on the tunnel surface and in the tunnel is strictly forbidden. Grouting in time after primary backing. Monitoring and measurement should be enhanced during construction, and support parameters are adjusted according to feedback information of the monitoring and measurement. In order to reduce the stress concentration of the bottom corner of the grating, the deficient slag under the ground must be removed before the steel frame is installed, the over-digging part is preferably filled with sprayed concrete, so that the base of the steel frame is dropped on the sprayed concrete cushion layer to prevent the whole sinking or uneven sinking of two sides of the steel frame.
Further preferably, the interval standard section CD method construction step comprises:
step 1: and excavating an upper step of the left pilot tunnel, wherein the height is 4.75m and the width is 6.5 m. And (3) arranging a hollow anchor rod of the arch part, hanging a net, erecting a steel grating, arranging a locking anchor pipe, and arranging a small arch crown advanced guide pipe. And (5) spraying concrete. Excavating for 3-5 m.
Step 2: and excavating a lower step of the left pilot tunnel, wherein the height is 4.38m and the width is 6.5 m. Hanging a net, erecting a steel grid and spraying concrete. Excavating for more than 10 m.
And 3, step 3: and excavating an upper step of the right pilot tunnel, wherein the height is 4.74m and the width is 5.6 m. And (3) arranging a hollow anchor rod of the arch part, hanging a net, erecting a steel grating, arranging a locking anchor pipe, and arranging a small arch crown advanced guide pipe. And (5) spraying concrete. Excavating for 3-5 m.
And 4, step 4: and excavating a lower step of the right pilot tunnel, wherein the height is 4.37m and the width is 5.6 m. Hanging a net, erecting a steel grid and spraying concrete.
The CD method construction step sequence of the section cross crossover line comprises the following steps:
step 1: and excavating an upper step of the left pilot tunnel, wherein the height is 5.48m and the width is 6.75 m. And (3) arranging a hollow anchor rod of the arch part, hanging a net, erecting a steel grating, arranging a locking anchor pipe, and arranging a small arch crown advanced guide pipe. And (5) spraying concrete. Excavating for 3-5 m.
Step 2: and excavating a lower step of the left pilot tunnel, wherein the height is 4.78m and the width is 6.75 m. And (4) arranging local mortar anchor rods, hanging nets, erecting steel grids and spraying concrete. Excavating for more than 10 m.
And 3, step 3: and excavating an upper step of the right pilot tunnel, wherein the height is 5.47m and the width is 5.85 m. And (3) arranging a hollow anchor rod of the arch part, hanging a net, erecting a steel grating, arranging a locking anchor pipe, and arranging a small arch crown advanced guide pipe. And (5) spraying concrete. Excavating for 3-5 m.
And 4, step 4: and excavating a lower step of the right pilot tunnel, wherein the height is 4.78m and the width is 5.85 m. And (4) arranging local mortar anchor rods, hanging nets, erecting steel grids and spraying concrete.
Preferably, in the tunnel excavation process, different excavation methods are adopted for tunnels in different sections according to different requirements of surrounding rock grades of a tunnel passing area, so that when the surrounding rock grades of the tunnels are changed and the excavation methods are adjusted correspondingly, the following excavation method conversion operations can be included according to different actual front and back excavation methods:
method for converting CD method into three steps
1. And when the upper step of the pilot tunnel on one side of the CD method reaches the construction method conversion section, stopping construction. 2. And when the upper step of the pilot tunnel on the other side reaches the construction method conversion section, starting the three-step construction. 3. The remainder of the CD method was performed in the order of the CD method steps.
Method for converting three-step method into CD method
1. And when the step method is adopted for step construction to the construction method for converting the section, left and right pilot tunnels are respectively constructed according to the CD method excavation step sequence. 2. And excavating the rest part by a three-step method, and gradually transitioning to the CD method for excavating the section.
CRD to CD conversion
In the construction process, the excavation steps of the CRD method and the CD method are consistent, and the difference is whether a temporary cross brace is erected after the upper step of the pilot tunnel at one side is excavated. Therefore, when the CRD method is converted into the CD method, only the temporary cross brace needs to be cancelled, and construction can be carried out according to the requirements of the CD method.
Preferably, for the selected specific subway tunnel, the interval tunnel is excavated by a drilling and blasting method and is mechanically or manually matched and renovated. The slag soil is horizontally transported to a vertical shaft, then lifted to a ground slag yard through lifting equipment, and transported out of the yard through a slag transport vehicle.
Blasting construction is detailed in blasting design and construction. After the grid spacing and the surrounding environment risks are considered in the CD method excavation circulation footage, the upper step is temporarily set to be 0.75m, and the lower step is temporarily set to be 1.5 m. The three-step construction circulation footage temporarily sets an upper step 1m, a middle step and a lower step 2 m. In the construction, the circulation footage is dynamically adjusted according to the vibration monitoring condition and the protection of the risk source, so that safe, economical and efficient excavation is facilitated.
In order to ensure the construction safety, the water stopping is carried out on the rock stratum fracture, and the water stopping method is cement-water-glass double-liquid grouting water stopping to reduce the permeability of bedrock. If water seepage occurs, a temporary water collecting pit is arranged in the middle, and the submerged pump can timely pump out the accumulated water.
And the arch top of the plane excavation contour line is expanded by 8cm, the side wall is expanded by 6cm, the requirement of surrounding rock deformation convergence and the clearance of construction errors is met, and the external expansion amount is adjusted according to the monitoring and measuring conditions.
When the distance between the two opposite excavation working surfaces is 13m, one end stops construction, personnel and machinery are removed to a safe area, and the other end is constructed until the tunnel is communicated.
It should be noted that the above-mentioned embodiments are exemplary, and that those skilled in the art, having benefit of the present disclosure, may devise various arrangements that are within the scope of the present disclosure and that fall within the scope of the invention. It should be understood by those skilled in the art that the present specification and figures are illustrative only and are not limiting upon the claims. The scope of the invention is defined by the claims and their equivalents. Throughout this document, the features referred to as "preferably" are only an optional feature and should not be understood as necessarily requiring that such applicant reserves the right to disclaim or delete the associated preferred feature at any time.
Claims (10)
1. The utility model provides an interval undercut method based on country rock grade, its includes at least can treat that excavation tunnel region carries out advance geological forecast first acquisition unit (1), accomplish excavation unit (3) of tunnel excavation operation and second acquisition unit (4) of the real-time tunnel country rock grade that can obtain in the tunnel excavation process according to the instruction, its characterized in that, the method includes at least:
the first processing unit (2) establishes a tunnel excavation procedure based on the surrounding rock grade of the tunnel to be excavated according to the advanced geological forecast acquired by the first acquisition unit (1), and performs advanced support according to the established tunnel excavation procedure and the surrounding rock grade;
the second processing unit (5) selects a real-time construction area tunnel excavation construction method based on the surrounding rock grade information which is acquired by the second acquisition unit (4) and is related to the construction progress;
under the condition that the tunnel excavation construction method of the construction area cannot be matched with the tunnel excavation procedure, the first processing unit (2) updates the established tunnel excavation procedure according to the surrounding rock data collected by the second collecting unit (4), and the excavation unit (3) controls the deformation of the tunnel surrounding rock in the excavation area in a mode of increasing active support according to the surrounding rock grade information collected by the second collecting unit (4).
2. The area underground excavation method based on the surrounding rock grades as claimed in claim 1, wherein in the case that the first processing unit (2) updates the tunnel excavation process constructed by the first processing unit, the first collecting unit (1) can verify the updated tunnel excavation process by performing secondary advanced geological forecast on the un-excavated tunnel area, and perform secondary advanced support on the area to be excavated according to the verified tunnel excavation process.
3. The wall rock class-based block excavation method according to claim 2, wherein the excavation unit (3) is capable of performing excavation and tunnel wall rock support using different excavation methods for different tunnel sections according to a pre-established tunnel excavation process, wherein the excavation method is selected in such a manner that the second collection unit (4) collects wall rock class information of a section of the tunnel to be excavated and outputs an available excavation method for verifying the established tunnel excavation process.
4. The interval subsurface excavation method based on the surrounding rock grades as claimed in claim 3, characterized in that the excavation unit (3) selectively adopts a three-step method or a CD method to complete the tunneling operation of tunnels in different sections according to the surrounding rock grades of the tunnels to be excavated, when the excavation unit (3) performs the tunneling operation of the tunnels in the sections, different support systems are constructed in the tunnels according to the excavation method and the surrounding rock grades adopted in the area of the tunnels, and a tunnel monitoring unit (6) capable of monitoring the deformation condition of the surrounding rocks is arranged in the tunnels.
5. The method of zonal excavation based on a wall rock grade of claim 1, further comprising wall rock deformation monitoring and supplemental bracing, wherein,
the surrounding rock deformation monitoring is to acquire omnibearing space structure data of the tunnel according to a tunnel monitoring unit (6), construct a tunnel model according to the acquired data and perform tunnel deformation analysis;
and under the condition that a plurality of tunnel models built along the time axis are different, selectively performing supplementary support on the deformed region of the tunnel so as to control the deformation amount of the tunnel surrounding rock.
6. The interval excavation method based on the surrounding rock grades as claimed in claim 5, wherein the spatial structure data related to the time collected by the tunnel monitoring unit (6) is recorded by taking a preset deformation amount of the tunnel surrounding rock as the driving time, and the preset deformation amount for sampling is adjustable and set according to the intensity of deformation of the tunnel surrounding rock.
7. The interval subsurface excavation method based on the surrounding rock grade as claimed in claim 6, characterized in that when the tunnel monitoring unit (6) monitors that the time period of the preset deformation of the tunnel surrounding rock is shortened, the tunnel monitoring unit (6) acquires dense space structure data representing the deformation condition of the surrounding rock in a manner that the preset deformation is reduced and the sampling period is shortened.
8. The zone excavation method based on the surrounding rock grades as claimed in claim 7, wherein the tunnel monitoring unit (6) is capable of sending early warning information to at least one display terminal (7) while adjusting the preset deformation amount of the sampling when detecting that the tunnel surrounding rock is abnormally deformed and/or excessively deformed.
9. A supporting framework based on surrounding rock grades, which comprises the steps of carrying out tunnel excavation and acquiring surrounding rock grade information of different sections of an excavated tunnel by using the interval underground excavation method in the claims 1-8, and is characterized in that the supporting framework is selectively constructed by adopting a plurality of supporting structures according to the excavation construction method adopted for excavating different sections of the tunnel and the surrounding rock grades of the tunnel, and at least comprises advanced supporting, active supporting and secondary advanced supporting, wherein the supporting framework is supplemented in a secondary advanced supporting mode to control the deformation amount of the surrounding rock of the tunnel in the excavation process under the condition that the advanced supporting is not matched with the surrounding rock grades collected by the second collecting unit (4).
10. The surrounding rock grade-based supporting structure of claim 9, wherein the active support at least comprises a prestressed anchor (cable) of a tunnel body and a high-performance shotcrete support, wherein the active support can control the deformation of the surrounding rock by shortening the rapid deformation time of the surrounding rock when the excavation disturbance destroys the original stress balance state of the surrounding rock within a certain range before the tunnel face.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111680693.XA CN114320311A (en) | 2021-12-31 | 2021-12-31 | Interval underground excavation method and support framework based on surrounding rock grade |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111680693.XA CN114320311A (en) | 2021-12-31 | 2021-12-31 | Interval underground excavation method and support framework based on surrounding rock grade |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114320311A true CN114320311A (en) | 2022-04-12 |
Family
ID=81022595
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111680693.XA Pending CN114320311A (en) | 2021-12-31 | 2021-12-31 | Interval underground excavation method and support framework based on surrounding rock grade |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114320311A (en) |
Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB9116228D0 (en) * | 1991-07-26 | 1991-09-11 | Bicc Plc | Excavation of tunnels |
| KR20060072914A (en) * | 2004-12-24 | 2006-06-28 | 서동현 | Shallow overbuden tunnel construction method |
| JP2008274705A (en) * | 2007-05-07 | 2008-11-13 | Shimizu Corp | Tunnel construction method |
| CN104612713A (en) * | 2014-12-12 | 2015-05-13 | 中铁十九局集团有限公司 | Super-shallow-buried section tunnel construction method |
| CN104895575A (en) * | 2015-06-03 | 2015-09-09 | 福建工程学院 | High-efficiency rapid construction method for upper-soft lower-hard formation large-section tunnels |
| CN108278115A (en) * | 2017-10-31 | 2018-07-13 | 中南大学 | A kind of three step Rapid Construction of Tunnels method of big arch springing and structure based on pre-timbering with tubular prop |
| CN110147635A (en) * | 2019-05-31 | 2019-08-20 | 大连海事大学 | A kind of advanced dynamic prediction method of tunnel surrounding rank based on BIM |
| CN110195604A (en) * | 2019-06-24 | 2019-09-03 | 中铁隧道局集团有限公司 | A kind of threaded list road main tunnel TBM driving section constructing method |
| EP3620606A1 (en) * | 2018-09-06 | 2020-03-11 | Beijing Jiaotong University | Design method and system for tunnel anchoring system based on structural characteristic of surrounding rock |
| CN110889532A (en) * | 2019-10-08 | 2020-03-17 | 中国铁建重工集团股份有限公司 | Intelligent selection and optimization method and system for tunnel excavation and support parameters |
| CN111322090A (en) * | 2020-02-28 | 2020-06-23 | 中铁五局集团第一工程有限责任公司 | Support method for controlling deformation of surrounding rock of high-geostress hard rock tunnel |
| CN111335923A (en) * | 2020-05-19 | 2020-06-26 | 中铁五局集团第一工程有限责任公司 | Construction method for large deformation of soft rock of tunnel with unfavorable geology |
| CN112943261A (en) * | 2021-01-18 | 2021-06-11 | 中交一公局集团有限公司 | Tunnel surrounding rock excavation construction method |
| CN113266372A (en) * | 2021-06-16 | 2021-08-17 | 交通运输部公路科学研究所 | Construction method for soft rock super-large section tunnel step in karst cave development stratum |
| WO2021169054A1 (en) * | 2020-02-24 | 2021-09-02 | 中铁第六勘察设计院集团有限公司 | Super-large-span rock tunnel overall stability evaluation method |
| CN113806843A (en) * | 2021-09-01 | 2021-12-17 | 北京住总集团有限责任公司 | Deformation analysis system and method based on dynamic fluctuation of bottom of sedimentation tank |
-
2021
- 2021-12-31 CN CN202111680693.XA patent/CN114320311A/en active Pending
Patent Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB9116228D0 (en) * | 1991-07-26 | 1991-09-11 | Bicc Plc | Excavation of tunnels |
| KR20060072914A (en) * | 2004-12-24 | 2006-06-28 | 서동현 | Shallow overbuden tunnel construction method |
| JP2008274705A (en) * | 2007-05-07 | 2008-11-13 | Shimizu Corp | Tunnel construction method |
| CN104612713A (en) * | 2014-12-12 | 2015-05-13 | 中铁十九局集团有限公司 | Super-shallow-buried section tunnel construction method |
| CN104895575A (en) * | 2015-06-03 | 2015-09-09 | 福建工程学院 | High-efficiency rapid construction method for upper-soft lower-hard formation large-section tunnels |
| CN108278115A (en) * | 2017-10-31 | 2018-07-13 | 中南大学 | A kind of three step Rapid Construction of Tunnels method of big arch springing and structure based on pre-timbering with tubular prop |
| EP3620606A1 (en) * | 2018-09-06 | 2020-03-11 | Beijing Jiaotong University | Design method and system for tunnel anchoring system based on structural characteristic of surrounding rock |
| CN110147635A (en) * | 2019-05-31 | 2019-08-20 | 大连海事大学 | A kind of advanced dynamic prediction method of tunnel surrounding rank based on BIM |
| CN110195604A (en) * | 2019-06-24 | 2019-09-03 | 中铁隧道局集团有限公司 | A kind of threaded list road main tunnel TBM driving section constructing method |
| CN110889532A (en) * | 2019-10-08 | 2020-03-17 | 中国铁建重工集团股份有限公司 | Intelligent selection and optimization method and system for tunnel excavation and support parameters |
| WO2021169054A1 (en) * | 2020-02-24 | 2021-09-02 | 中铁第六勘察设计院集团有限公司 | Super-large-span rock tunnel overall stability evaluation method |
| CN111322090A (en) * | 2020-02-28 | 2020-06-23 | 中铁五局集团第一工程有限责任公司 | Support method for controlling deformation of surrounding rock of high-geostress hard rock tunnel |
| CN111335923A (en) * | 2020-05-19 | 2020-06-26 | 中铁五局集团第一工程有限责任公司 | Construction method for large deformation of soft rock of tunnel with unfavorable geology |
| CN112943261A (en) * | 2021-01-18 | 2021-06-11 | 中交一公局集团有限公司 | Tunnel surrounding rock excavation construction method |
| CN113266372A (en) * | 2021-06-16 | 2021-08-17 | 交通运输部公路科学研究所 | Construction method for soft rock super-large section tunnel step in karst cave development stratum |
| CN113806843A (en) * | 2021-09-01 | 2021-12-17 | 北京住总集团有限责任公司 | Deformation analysis system and method based on dynamic fluctuation of bottom of sedimentation tank |
Non-Patent Citations (6)
| Title |
|---|
| 李东勇;徐祯祥;侯庆华;: "暗挖隧道超前导管注浆对地层位移影响规律的研究", 铁道建筑, no. 08, 15 August 2007 (2007-08-15), pages 34 - 37 * |
| 渝黔铁路有限责任公司: "重庆至贵阳铁路扩能改造工程总结", 31 October 2020, 成都：西南交通大学出版社, pages: 415 * |
| 王岩;薛炜;薛建领;孙文超;: "常见异常无水砂卵石地层中暗挖隧道施工关键技术", 市政技术, no. 02, 10 March 2016 (2016-03-10), pages 103 - 105 * |
| 王秀芬;周书明;罗小平;: "青岛仰口硬岩大断面隧道的设计和快速施工", 铁道工程学报, no. 09, 15 September 2009 (2009-09-15), pages 69 - 72 * |
| 董启龙;左宇军;杨卓然;何敬源;: "基于超前地质预报的隧道围岩稳定性靶向数值模拟研究", 矿业研究与开发, no. 08, 25 August 2018 (2018-08-25), pages 102 - 106 * |
| 蒋雅君: "隧道工程", 31 May 2021, 北京：机械工业出版社, pages: 291 - 292 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN114894154B (en) | Method and equipment for judging stability of shield construction section | |
| CN111058855B (en) | Deformation control method and evaluation system for shield underpassing structure | |
| CN104453921B (en) | A kind of Soft Rock Tunnel Excavation construction technology | |
| CN105781573B (en) | The two-tube canopy pipe-following drilling construction method of vcehicular tunnel bilayer sleeve reinforcement is worn under railway | |
| CN104102525A (en) | Method of risk ranking control of crossing engineering of urban rail transit | |
| CN103243747A (en) | Deviation rectifying method of prestressed concrete pipe pile foundation | |
| CN112943261A (en) | Tunnel surrounding rock excavation construction method | |
| CN114278313A (en) | Supporting system based on interval different excavation construction method conversion and construction method | |
| Maes et al. | Anomaly detection in long-term tunnel deformation monitoring | |
| CN116289969A (en) | Deep foundation pit support structure secant pile anti-seepage construction method based on sonar detection technology | |
| Taromi et al. | Tunnel design and construction process in difficult ground conditions with Analysis of Controlled Deformations (ADECO) approach; a Case Study | |
| Ledyaev et al. | An assessment of the sewer tunnel stress-strain behavior during the reconstruction of an object of cultural heritage | |
| CN113431016A (en) | Soft rock large deformation section tunnel shallow-buried underground surface-penetrating building surface monitoring method | |
| CN114320311A (en) | Interval underground excavation method and support framework based on surrounding rock grade | |
| Konukhov et al. | Ensuring the safety of the existing buildings during the construction of the underground in Moscow | |
| CN114593927B (en) | Method for carrying out prototype test of shield tunnel by using middle wind well | |
| CN115655362A (en) | Construction comprehensive monitoring method for optimizing shallow-buried large-section underground excavation tunnel construction method | |
| CN113174964A (en) | Frame-suspension pile supporting structure system for protecting subway tunnel and construction method thereof | |
| CN104636576A (en) | Rapid subway construction risk evaluation method based on weighted average method | |
| Lebedev et al. | Ensuring safety during construction of double-track subway tunnels in quaternary deposits | |
| CN114320320A (en) | Supporting structure suitable for underground excavation section local expanding excavation and expanding excavation method | |
| CN110144903A (en) | A kind of pattern foundation pit supporting structure meets the construction in bomb shelter | |
| Frolov et al. | Appraisal of highway tunnels construction on the active railroad tunnel operational reliability in the City of Sochi | |
| Zhang et al. | Technical risk management of Line 16 Lot 1 in the Grand Paris Express project | |
| Lu et al. | Analysis of surrounding rock deformation in large section tunnel with different control technology crossing fault zone |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |