CN116733480A - Construction method for underpass of highway tunnel through existing water tunnel - Google Patents
Construction method for underpass of highway tunnel through existing water tunnel Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 98
- 238000010276 construction Methods 0.000 title claims abstract description 84
- 239000011435 rock Substances 0.000 claims abstract description 128
- 238000012544 monitoring process Methods 0.000 claims abstract description 60
- 238000004062 sedimentation Methods 0.000 claims description 64
- 229910000831 Steel Inorganic materials 0.000 claims description 16
- 238000012937 correction Methods 0.000 claims description 16
- 239000003673 groundwater Substances 0.000 claims description 16
- 230000002787 reinforcement Effects 0.000 claims description 16
- 239000010959 steel Substances 0.000 claims description 16
- 238000000034 method Methods 0.000 claims description 13
- 238000006073 displacement reaction Methods 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 9
- 238000000547 structure data Methods 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 8
- 230000015572 biosynthetic process Effects 0.000 claims description 7
- 238000004088 simulation Methods 0.000 claims description 7
- 238000007689 inspection Methods 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 6
- 230000000149 penetrating effect Effects 0.000 claims description 5
- 238000012549 training Methods 0.000 claims description 4
- 238000010220 Pearson correlation analysis Methods 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000003384 imaging method Methods 0.000 claims description 3
- 238000012806 monitoring device Methods 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 238000005755 formation reaction Methods 0.000 description 6
- 230000001681 protective effect Effects 0.000 description 6
- 230000008859 change Effects 0.000 description 3
- 230000007246 mechanism Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000036760 body temperature Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000004590 computer program Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000000737 periodic effect Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/027—Investigation of foundation soil in situ before construction work by investigating properties relating to fluids in the soil, e.g. pore-water pressure, permeability
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G08—SIGNALLING
- G08B—SIGNALLING OR CALLING SYSTEMS; ORDER TELEGRAPHS; ALARM SYSTEMS
- G08B31/00—Predictive alarm systems characterised by extrapolation or other computation using updated historic data
Abstract
The application discloses a construction method for a highway tunnel to pass through an existing water tunnel downwards, which relates to the technical field of tunnel construction, and comprises the steps of setting a plurality of acquisition points in the surface area of a construction area, acquiring and generating a rainfall coefficient Jxs, dividing the construction area into a plurality of monitoring areas, randomly setting a plurality of first monitoring points in the monitoring areas, establishing an underground water body data set, generating an underground water body safety coefficient Dxs, and determining the corresponding monitoring areas as a first-level warning area according to the underground water body safety coefficient Dxs; marking the position information of the first-level warning areas on an electronic map, acquiring image information of rock strata in each first-level warning area and cracks on the rock strata in the first-level warning areas, and marking the corresponding first-level warning areas and sending out early warning if the number of the cracks on the rock strata is larger than a preset number threshold. The safety state of the rock stratum can be timely judged by establishing a first-level warning area and acquiring cracks on the surface of the rock stratum.
Description
Technical Field
The application relates to the technical field of tunnel construction, in particular to a construction method for a highway tunnel to pass through an existing water passing tunnel.
Background
In the whole highway network of China, the duty ratio of tunnels is higher and higher, so that the condition that tunnels mutually cross and shuttle inevitably occurs, and the construction of newly-built tunnels penetrating existing tunnels is always a difficult problem due to the complex stress characteristics and the geological complex changes of the tunnels. When the newly built tunnel passes through the existing tunnel in a short distance, particularly when the newly built tunnel is excavated near the existing tunnel, the safety of the constructed tunnel is guaranteed, and the safety operation of the existing tunnel is not greatly influenced as much as possible.
Therefore, how to make the new tunnel pass through the existing tunnel smoothly in the construction process without affecting the safe operation of the tunnel is a difficult problem. The excavation of the newly built tunnel can generate disturbance to the surrounding rock body, and the disturbed surrounding rock body causes the change of external force conditions due to deformation, so that the existing tunnel is likely to have the conditions of settlement, section deformation, collapse and the like.
In the existing construction method for downward penetrating existing tunnel engineering, in order to fully ensure the construction safety, an optimal construction method is determined so as to ensure the construction safety and reduce the operation influence on the existing tunnel, and usually, extra attention is paid to stratum settlement in the construction process, so that corresponding protective measures can be adopted according to the stratum settlement degree.
However, in the existing construction method, due to lack of an early warning mechanism, the safe state of the rock stratum in the construction area is difficult to judge in time, and meanwhile, due to the fact that sedimentation values of all positions of the rock stratum are difficult to obtain in advance during construction, protective measures are required to be comprehensively taken for the construction area before excavation construction, and construction efficiency is reduced.
Therefore, the application provides a construction method for the existing water passing tunnel under the highway tunnel.
Disclosure of Invention
(one) solving the technical problems
Aiming at the defects of the prior art, the application provides a construction method for a highway tunnel to penetrate through an existing water tunnel, which comprises the steps of setting a plurality of acquisition points in the surface area of a construction area, obtaining and generating a rainfall coefficient Jxs, dividing the construction area into a plurality of monitoring areas, randomly setting a plurality of first monitoring points in the monitoring areas, establishing an underground water body data set, generating an underground water body safety coefficient Dxs, and determining the corresponding monitoring areas as a first-level warning area according to the underground water body safety coefficient Dxs; marking the position information of the first-level warning areas on an electronic map, acquiring image information of rock strata in each first-level warning area and cracks on the rock strata in the first-level warning areas, and marking the corresponding first-level warning areas and sending out early warning if the number of the cracks on the rock strata is larger than a preset number threshold. By establishing the first-level warning area and acquiring cracks on the surface of the rock stratum, the safety state of the rock stratum can be timely judged, early warning is timely carried out, and the safety of underground construction is ensured, so that the problem in the background technology is solved.
(II) technical scheme
In order to achieve the above purpose, the application is realized by the following technical scheme: a construction method for a highway tunnel to pass through an existing water passing tunnel comprises the following steps: setting a plurality of acquisition points in the earth surface area of the construction area, and respectively monitoring and acquiring the surface humidity Bs of the earth surface soil layer and the water content Ts of the soil layer below the ground at each acquisition point; after summarizing the surface humidity Bs and the soil layer moisture content Ts and performing dimensionless treatment, generating a rainfall coefficient Jxs according to the following formula:
wherein C is 1 As a constant correction coefficient, F 1 Is humidity factor of 0.64.ltoreq.F 1 ≤1.98，F 2 Is the water content factor which is 1.13 is less than or equal to F 2 Less than or equal to 2.32; after acquiring a rainfall coefficient Jxs, if the rainfall coefficient Jxs is larger than a preset rainfall condition threshold, after acquiring an electronic map of a construction area positioned underground, dividing the construction area into a plurality of monitoring areas in an equal area, randomly setting a plurality of first monitoring points in the monitoring areas, and enabling the distance between two adjacent first monitoring points to be not smaller than a preset distance threshold;
setting an underground water monitoring device at a first monitoring point, establishing an underground water body data set, generating an underground water body safety coefficient Dxs, and marking a corresponding monitoring area when the underground water body safety coefficient Dxs is greater than a preset water body safety threshold; if the rainfall coefficient Jxs is gradually reduced, but the underground water body safety coefficient Dxs in the marked area is still in an increased state, determining a corresponding monitoring area as a first-level warning area, and displaying the first-level warning area on an electronic map;
marking the position information of the first-level warning area on an electronic map, and planning a navigation path on the electronic map by a trained path planning model after combining the position information so as to enable the inspection robot to move in the underground construction area; after imaging, the inspection robot is enabled to acquire image information of rock stratum in each first-level warning area, the image information is subjected to image recognition, cracks on the rock stratum in the first-level warning area are acquired, and if the number of the cracks of the rock stratum is larger than a preset number threshold, the corresponding first-level warning area is marked and early warning is sent out.
Further, the underground water body safety coefficient Dxs is obtained as follows: preferentially acquiring the groundwater level Dw of the first monitoring point, if the groundwater level Dw is greater than a preset water level threshold value, continuously acquiring the water pressure Ds and the groundwater temperature Dt of groundwater, and building a groundwater body data set after collecting the data; after the underground water body data set is acquired, the underground water level Dw, the water pressure Ds and the underground water temperature Dt are subjected to dimensionless treatment, and then the underground water body safety coefficient Dxs is generated in a correlation manner according to the following formula:
wherein, gamma is more than or equal to 0 and less than or equal to 1, theta is more than or equal to 0 and less than or equal to 1, and gamma+theta is more than or equal to 0.9 and less than or equal to 1.8, and gamma and theta are weights.
Further, a plurality of second monitoring points are arranged in the marked first-level warning area, a rock stratum data acquisition device is arranged at the second monitoring points in an acquisition mode, periodic monitoring is conducted on rock stratum structure information, monitoring information is obtained, and a rock stratum structure safety coefficient Yxs is generated; and if the rock stratum structure safety coefficient Yxs is larger than a preset structure safety threshold, raising the corresponding marked first-level warning area to be a second-level warning area and sending out early warning.
Further, the rock stratum structure safety coefficient Yxs is obtained as follows: the monitoring information comprises: the method comprises the steps that when the rock stratum vibrates, the vibration speed Zp is higher than a preset frequency threshold value, displacement generated by the rock stratum is obtained, the displacement Cy of the rock stratum is obtained, deformation quantity generated by deformation of the rock stratum is obtained, and the deformation quantity Yb of the rock stratum is obtained; summarizing the vibration speed Zp, the rock stratum displacement Cy and the rock stratum deformation Yb, establishing a rock stratum structure data set, performing dimensionless processing on data in the rock stratum structure data set, and generating a rock stratum structure safety coefficient Yxs according to the following formula:
wherein, alpha and beta are parameters of changeable constants, and the values are as follows: alpha is more than or equal to 2.51 and less than or equal to 3.76,3.61 and beta is more than or equal to 7.93.
Further, if the number of the secondary warning areas is greater than a preset warning threshold, respectively acquiring a plurality of groups of underground water body safety coefficients Dxs and a plurality of groups of stratum structure safety coefficients Yxs at fixed time intervals; obtaining a correlation coefficient Rdy between a subsurface water body safety coefficient Dxs and a rock stratum structure safety coefficient Yxs through Pearson correlation analysis;
if the correlation coefficient Rdy is larger than a preset influence threshold value, collecting rock stratum structure data and underground water body data at a second monitoring point, and establishing a model parameter data set after summarizing; and combining data in the model parameter data set, and after training and testing, establishing a tunnel rock stratum structure digital twin model.
Further, if the number of cracks of the rock stratum in the secondary warning area is not increased within the preset time, a digital twin model of the tunnel rock stratum structure is used, the construction scheme is combined, downward penetrating excavation is used as an initial condition, simulation analysis is conducted on the rock stratum settlement in the secondary warning area, and a corresponding simulated settlement value Mcj is obtained; if the simulated sedimentation value Mcj is less than the estimated sedimentation value, then the simulated sedimentation value Mcj must also be corrected.
Further, the analog sedimentation value Mcj is corrected as follows: the corrected sedimentation value Xcj is generated according to the following formula:
wherein n is the number of times of generating the analog sedimentation value Mcj under different conditions of the rainfall coefficient Jxs, and F is a correction factor; the formation mode of the correction factor F accords with the following formula:
wherein Dxs is the safety coefficient of the underground water body, yxs is the safety coefficient of the stratum structure, rdy is the correlation coefficient between the safety coefficient Dxs of the underground water body and the safety coefficient Yxs of the stratum structure, and C 2 Is a constant correction coefficient.
Further, a first sedimentation threshold value and a second sedimentation threshold value are preset, wherein the first sedimentation threshold value is larger than the second sedimentation threshold value, and a corrected sedimentation value Xcj is obtained; if the corrected sedimentation value Xcj is smaller than the second sedimentation threshold value, adopting a first reinforcement strategy: and (3) carrying out primary lining, spraying concrete below the rock stratum, arranging a steel frame below the rock stratum, and forming support for the rock stratum.
Further, if the corrected sedimentation value Xcj is between the first sedimentation threshold and the second sedimentation threshold, a second reinforcement policy is adopted based on the first reinforcement policy: the method comprises the steps of designing hole sites on a rock stratum, marking, drilling holes by using a rock drill, driving a guide pipe into the steel frame from the upper part and the middle part of the steel frame by using the rock drill, exposing the tail end of the guide pipe and supporting the guide pipe on the steel frame behind an excavation face, and forming a pre-supporting system together with the steel frame, so that the rock stratum is supported by the pre-supporting system.
Further, if the corrected sedimentation value Xcj is higher than the first sedimentation threshold: based on the first and second reinforcement strategies, a third reinforcement strategy is adopted: the concrete spraying thickness on the surface of the rock stratum is increased, and the encrypted anchor rods are lengthened, or the diameter of the reinforcing steel bar net is increased, and the distance is reduced, so that the secondary lining is applied.
(III) beneficial effects
The application provides a construction method for a highway tunnel to pass through an existing water passing tunnel, which has the following beneficial effects:
1. the safety of the underground construction area is evaluated and judged through the Dxs value and the change of the Dxs value of the underground water body, and the safety state of the rock stratum can be timely judged through establishing a first-level warning area and acquiring cracks on the surface of the rock stratum, so that timely early warning is facilitated, and the safety of the underground construction is ensured.
2. Through setting the first sedimentation threshold value and the second sedimentation threshold value in advance, after the corrected sedimentation value Xcj is obtained, constructors can take protective measures in advance, so that the protective measures are more targeted, the underground construction safety is further fully ensured, and the formation of sediments of rock formations which are possibly produced in practice is slowed down.
3. By sequentially forming the first-level guard area and the second-level guard area, the protection area is gradually reduced, when construction is needed or protection is carried out preferentially, the area can be rapidly determined, comprehensive protection is avoided, the construction quantity is reduced, and an early warning mechanism is established, so that the protection and the prevention can be timely found and carried out when construction risks exist; and the construction safety is ensured.
Drawings
FIG. 1 is a schematic flow chart of a construction method for a highway tunnel to pass through an existing water tunnel.
Detailed Description
The following description of the embodiments of the present application will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present application, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
Referring to fig. 1, the application provides a construction method for a road tunnel to pass through an existing water tunnel, which comprises the following steps:
after the tunnel enters the construction stage, if the earth surface area enters continuous rainfall weather during construction, the rainfall is large, rainwater is collected and leaks downwards, and a certain influence is formed on the underground rock stratum condition and the underground water condition; at this time, on the basis of the acquisition of the tunnel construction scheme: setting a plurality of acquisition points in the earth surface area of the construction area, and respectively monitoring and acquiring the surface humidity Bs of the earth surface soil layer and the soil layer water content Ts below the ground, for example, one meter underground at each acquisition point; after summarizing the surface humidity Bs and the soil layer moisture content Ts and performing dimensionless treatment, generating a rainfall coefficient Jxs according to the following formula:
wherein C is 1 As a constant correction coefficient, F 1 Is humidity factor of 0.64.ltoreq.F 1 ≤1.98，F 2 Is the water content factor which is 1.13 is less than or equal to F 2 Less than or equal to 2.32; the rainfall coefficient Jxs is used for preliminary evaluation of the environmental conditions outside the construction area, if the external environmental conditions are good, the construction is normally carried out, and if the external weather conditions are poor and a certain negative influence is possibly caused on the underground construction area, the construction environment needs to be improved in time or the construction is continued while waiting for weather improvement.
After acquiring a rainfall coefficient Jxs, if the rainfall coefficient Jxs is larger than a preset rainfall condition threshold, after acquiring an electronic map of a construction area positioned underground, dividing the construction area into a plurality of monitoring areas in an equal area, randomly setting a plurality of first monitoring points in the monitoring area, and enabling the distance between two adjacent first monitoring points to be not smaller than a preset distance threshold so as to prevent the monitoring data of different monitoring points from being too identical;
providing a groundwater monitoring device at a first monitoring point, for example: a pressure gauge, a temperature sensor and the like are used for preferentially acquiring the underground water level Dw of the first monitoring point, if the underground water level Dw is larger than a preset water level threshold value, the water pressure Ds and the underground water temperature Dt of underground water are continuously acquired, and after the data are summarized, an underground water body data set is established; the groundwater environment is periodically monitored, and the period is half an hour or one hour, and can be freely set without further limitation.
After the underground water body data set is acquired, the underground water level Dw, the water pressure Ds and the underground water temperature Dt are subjected to dimensionless treatment, and then the underground water body safety coefficient Dxs is generated in a correlation manner according to the following formula:
wherein, gamma is more than or equal to 0 and less than or equal to 1, theta is more than or equal to 0 and less than or equal to 1, and gamma+theta is more than or equal to 0.9 and less than or equal to 1.8, and gamma and theta are weights, and the specific values are adjusted and set by a user;
when the method is used, the generated underground water body safety coefficient Dxs can be used for preliminarily judging whether the underground construction area is safe or not, and when the underground water body safety coefficient Dxs is larger than a preset water body safety threshold value, the corresponding monitoring area is marked;
if the rainfall coefficient Jxs is gradually reduced, but the groundwater safety coefficient Dxs in the marked area is still in an increased state, which means that the groundwater state of the monitored area is gradually deteriorated under the influence of continuous rainfall, and groundwater in other areas is collected or leaked to the monitored area, so that a larger influence is finally generated on the rock stratum of the construction area, and potential safety hazards are caused.
At this time, the corresponding monitoring area is determined as a first-level warning area and displayed on the electronic map, and at least the first-level warning area is required to be subjected to anti-leakage treatment so as to avoid influencing the construction safety of the underground construction area.
Marking the position information of the first-level warning area on an electronic map, and planning a navigation path on the electronic map by a trained path planning model after combining the position information so as to enable the inspection robot to move in the underground construction area;
after imaging, the inspection robot is enabled to acquire image information of rock stratum in each first-level warning area, the image information is subjected to image recognition, cracks on the rock stratum in the first-level warning area are acquired, and if the number of the cracks of the rock stratum is larger than a preset number threshold, the corresponding first-level warning area is marked and early warning is sent out.
When the underground water safety factor Dxs monitoring system is used, when the outside of a construction area is in a continuous rainfall state, the groundwater environment in the construction area is monitored, the underground water safety factor Dxs is established and acquired according to monitoring data, the safety of the underground construction area can be evaluated and judged through the change of the underground water safety factor Dxs value, and the safety state of the rock stratum can be timely judged through establishing a first-level warning area and acquiring cracks on the surface of the rock stratum, so that timely early warning is facilitated, and the safety of underground construction is ensured.
Referring to fig. 1, a plurality of second monitoring points are arranged in the marked first-level warning area, a rock stratum data acquisition device, such as a deformation monitoring instrument, a vibration sensor, a displacement sensor and the like, is arranged at the second monitoring points for periodically monitoring rock stratum structure information,
wherein, the monitoring information includes: the method comprises the steps that when the rock stratum vibrates, the vibration speed Zp is higher than a preset frequency threshold value, displacement generated by the rock stratum is obtained, the displacement Cy of the rock stratum is obtained, deformation quantity generated by deformation of the rock stratum is obtained, and the deformation quantity Yb of the rock stratum is obtained;
summarizing the vibration speed Zp, the rock stratum displacement Cy and the rock stratum deformation Yb, establishing a rock stratum structure data set, performing dimensionless processing on data in the rock stratum structure data set, and generating a rock stratum structure safety coefficient Yxs according to the following formula:
wherein, alpha and beta are parameters of changeable constants, and the values are as follows: alpha is more than or equal to 2.51 and less than or equal to 3.76,3.61, beta is more than or equal to 7.93, and a user can adjust according to actual conditions;
and if the rock stratum structure safety coefficient Yxs is larger than a preset structure safety threshold, raising the corresponding marked first-level warning area to be a second-level warning area and sending out early warning.
When the system is used, the rock stratum structure safety coefficient Yxs is continuously generated on the basis of the first-level warning area, the rock stratum safety coefficient Yxs is used for judging the safety of the rock stratum, and the system is more comprehensive compared with the system only through image recognition, and meanwhile, when the value of the rock stratum structure safety coefficient Yxs is abnormal, the system is also convenient for constructors to judge whether to expand the next operation.
Referring to fig. 1, if the number of the secondary warning areas is greater than a preset warning threshold, respectively acquiring a plurality of groups of underground water body safety coefficients Dxs and a plurality of groups of rock stratum structure safety coefficients Yxs at fixed time intervals; obtaining a correlation coefficient Rdy between a subsurface water body safety coefficient Dxs and a rock stratum structure safety coefficient Yxs through Pearson correlation analysis;
if the correlation coefficient Rdy is greater than a preset influence threshold, collecting rock stratum structure data, such as rock stratum structure, porosity, permeability and strength, and collecting underground water body data, such as the flow rate, flow velocity, water level, water body pressure, water body temperature and the like, at a second monitoring point; summarizing the monitoring data and then establishing a model parameter data set; and combining data in the model parameter data set, and after training and testing, establishing a tunnel rock stratum structure digital twin model.
When the method is used, when the number of the secondary warning areas is larger than a preset warning threshold and the correlation coefficient Rdy is larger than a preset influence threshold, a digital twin model of the tunnel rock stratum structure is established, and after initial conditions are determined on the basis of the digital twin model of the tunnel rock stratum structure, simulation analysis can be carried out on the safety of the rock stratum.
If the number of cracks of the rock stratum in the secondary warning area is not increased within the preset time, a digital twin model of the tunnel rock stratum structure is used, the downward penetrating excavation is taken as an initial condition in combination with the construction scheme, and simulation analysis is carried out on the rock stratum settlement in the secondary warning area, so that a corresponding simulated settlement value Mcj is obtained. When the method is used, the actual rock stratum sedimentation value is replaced by the simulation analysis result through simulation analysis when the actual rock stratum sedimentation result is inconvenient to obtain in a construction state, so that the cost and the monitoring time of actual monitoring can be reduced.
However, it is considered that, generally, the simulated sedimentation value Mcj generated by the simulated simulation is higher than the actual sedimentation value due to errors and deficiencies in the selection of parameters and the selection and training of algorithms, and therefore, if the simulated sedimentation value Mcj is smaller than the estimated sedimentation value, the simulated sedimentation value Mcj must be corrected, and thus, the corrected sedimentation value Xcj is generated according to the following formula:
wherein n is the number of times of generating the simulated sedimentation value Mcj under different conditions of the rainfall coefficient Jxs, F is a correction factor, and the formation mode of the correction factor F accords with the following formula:
wherein Dxs is the safety coefficient of the underground water body, yxs is the safety coefficient of the stratum structure, rdy is the correlation coefficient between the safety coefficient Dxs of the underground water body and the safety coefficient Yxs of the stratum structure, and C 2 Is a constant correction coefficient, and the correction coefficient is a constant correction coefficient,
when the correction factor F is used, the correction factor F is used for correcting the analog subsidence value Mcj to generate a corrected subsidence value Xcj, the corrected subsidence value Xcj is likely to be more approximate to the actual stratum subsidence, and constructors can take corresponding safety measures according to the corrected subsidence value Xcj when the stratum is likely to subside.
Referring to fig. 1, a first sedimentation threshold value and a second sedimentation threshold value are preset, the first sedimentation threshold value is larger than the second sedimentation threshold value, and a corrected sedimentation value Xcj is obtained;
if the corrected sedimentation value Xcj is smaller than the second sedimentation threshold value, adopting a first reinforcement strategy: the method comprises the steps of firstly lining, spraying concrete below a rock stratum, arranging a steel frame below the rock stratum, and forming support for the rock stratum;
if the corrected sedimentation value Xcj is between the first sedimentation threshold and the second sedimentation threshold, adopting a second reinforcement strategy based on the first reinforcement strategy: drilling holes on the rock stratum by using a rock drill, driving a guide pipe into the steel frame from the upper part and the middle part of the steel frame by using the rock drill, exposing the tail end of the guide pipe and supporting the guide pipe on the steel frame behind the excavation face, and forming a pre-supporting system together with the steel frame, so that the rock stratum is supported by the pre-supporting system; the guide pipe adopts a steel pipe with the diameter of 108mm, a reinforcement cage is embedded in the pipe, a grouting pump is adopted to press cement paste in the guide pipe until the grouting pressure of each hole reaches 1.0MPa and the grouting amount reaches more than 95% of the set amount;
if the corrected sedimentation value Xcj is above the first sedimentation threshold: based on the first and second reinforcement strategies, a third reinforcement strategy is adopted: the concrete spraying thickness on the surface of the rock stratum is increased, and the encrypted anchor rods are lengthened, or the diameter of the reinforcing steel bar net is increased, and the distance is reduced, so that the secondary lining is applied.
When the method is used, the first sedimentation threshold value and the second sedimentation threshold value are preset, after the corrected sedimentation value Xcj is obtained, constructors can take protective measures in advance, so that the protective measures are more targeted, the underground construction safety is further fully ensured, and the formation of sediments of rock formations which possibly can be produced in practice is slowed down;
meanwhile, by sequentially forming a first-level warning area and a second-level warning area, the protection area is gradually reduced, when construction is needed or protection is carried out preferentially, the area can be rapidly determined, comprehensive protection is avoided, the construction quantity is reduced, and an early warning mechanism is established, so that the protection area can be timely found and prevented when construction risks exist; and the construction safety is ensured.
The above embodiments may be implemented in whole or in part by software, hardware, firmware, or any other combination. When implemented in software, the above-described embodiments may be implemented in whole or in part in the form of a computer program product. Those of ordinary skill in the art will appreciate that the various illustrative elements and algorithm steps described in connection with the embodiments disclosed herein may be implemented as electronic hardware, or combinations of computer software and electronic hardware. Whether such functionality is implemented as hardware or software depends upon the particular application and design constraints imposed on the solution.
The units described as separate units may or may not be physically separate, and units shown as units may or may not be physical units, may be located in one place, or may be distributed on a plurality of network units. Some or all of the units may be selected according to actual needs to achieve the purpose of the solution of this embodiment.
The foregoing is merely illustrative of the present application, and the present application is not limited thereto, and any person skilled in the art will readily recognize that variations or substitutions are within the scope of the present application.
Claims (10)
1. A construction method for a highway tunnel to pass through an existing water passing tunnel is characterized by comprising the following steps: the method comprises the following steps:
setting a plurality of acquisition points in the earth surface area of the construction area, and respectively monitoring and acquiring the surface humidity Bs of the earth surface soil layer and the water content Ts of the soil layer below the ground at each acquisition point; after summarizing the surface humidity Bs and the soil layer moisture content Ts and performing dimensionless treatment, generating a rainfall coefficient Jxs according to the following formula:
wherein C is 1 As a constant correction coefficient, F 1 Is humidity factor of 0.64.ltoreq.F 1 ≤1.98，F 2 Is the water content factor which is 1.13 is less than or equal to F 2 ≤2.32；
After acquiring a rainfall coefficient Jxs, if the rainfall coefficient Jxs is larger than a preset rainfall condition threshold, after acquiring an electronic map of a construction area positioned underground, dividing the construction area into a plurality of monitoring areas in an equal area, randomly setting a plurality of first monitoring points in the monitoring areas, and enabling the distance between two adjacent first monitoring points to be not smaller than a preset distance threshold;
setting an underground water monitoring device at a first monitoring point, establishing an underground water body data set, generating an underground water body safety coefficient Dxs, and marking a corresponding monitoring area when the underground water body safety coefficient Dxs is greater than a preset water body safety threshold; if the rainfall coefficient Jxs is gradually reduced, but the underground water body safety coefficient Dxs in the marked area is still in an increased state, determining a corresponding monitoring area as a first-level warning area, and displaying the first-level warning area on an electronic map;
marking the position information of the first-level warning area on an electronic map, and planning a navigation path on the electronic map by a trained path planning model after combining the position information so as to enable the inspection robot to move in the underground construction area; after imaging, the inspection robot is enabled to acquire image information of rock stratum in each first-level warning area, the image information is subjected to image recognition, cracks on the rock stratum in the first-level warning area are acquired, and if the number of the cracks of the rock stratum is larger than a preset number threshold, the corresponding first-level warning area is marked and early warning is sent out.
2. The construction method for underpass existing water tunnel of claim 1, wherein: the underground water body safety coefficient Dxs is obtained by the following steps:
preferentially acquiring the groundwater level Dw of the first monitoring point, if the groundwater level Dw is greater than a preset water level threshold value, continuously acquiring the water pressure Ds and the groundwater temperature Dt of groundwater, and building a groundwater body data set after collecting the data; after the underground water body data set is acquired, the underground water level Dw, the water pressure Ds and the underground water temperature Dt are subjected to dimensionless treatment, and then the underground water body safety coefficient Dxs is generated in a correlation manner according to the following formula:
wherein, gamma is more than or equal to 0 and less than or equal to 1, theta is more than or equal to 0 and less than or equal to 1, and gamma+theta is more than or equal to 0.9 and less than or equal to 1.8, and gamma and theta are weights.
3. The construction method for underpass existing water tunnel of claim 2, wherein: setting a plurality of second monitoring points in the marked first-level warning area, collecting and setting a rock stratum data acquisition device at the second monitoring points, periodically monitoring rock stratum structure information, acquiring monitoring information and generating a rock stratum structure safety coefficient Yxs; and if the rock stratum structure safety coefficient Yxs is larger than a preset structure safety threshold, raising the corresponding marked first-level warning area to be a second-level warning area and sending out early warning.
4. A construction method for a highway tunnel to pass through an existing water tunnel according to claim 3, wherein: the rock stratum structure safety coefficient Yxs is obtained by the following steps:
the monitoring information comprises: the method comprises the steps that when the rock stratum vibrates, the vibration speed Zp is higher than a preset frequency threshold value, displacement generated by the rock stratum is obtained, the displacement Cy of the rock stratum is obtained, deformation quantity generated by deformation of the rock stratum is obtained, and the deformation quantity Yb of the rock stratum is obtained; summarizing the vibration speed Zp, the rock stratum displacement Cy and the rock stratum deformation Yb, establishing a rock stratum structure data set, performing dimensionless processing on data in the rock stratum structure data set, and generating a rock stratum structure safety coefficient Yxs according to the following formula:
wherein, alpha and beta are parameters of changeable constants, and the values are as follows: alpha is more than or equal to 2.51 and less than or equal to 3.76,3.61 and beta is more than or equal to 7.93.
5. The construction method for underpass existing water tunnel of claim 4, wherein: if the number of the secondary warning areas is larger than a preset warning threshold value, respectively acquiring a plurality of groups of underground water body safety coefficients Dxs and a plurality of groups of rock stratum structure safety coefficients Yxs at fixed time intervals; obtaining a correlation coefficient Rdy between a subsurface water body safety coefficient Dxs and a rock stratum structure safety coefficient Yxs through Pearson correlation analysis;
if the correlation coefficient Rdy is larger than a preset influence threshold value, collecting rock stratum structure data and underground water body data at a second monitoring point, and establishing a model parameter data set after summarizing; and combining data in the model parameter data set, and after training and testing, establishing a tunnel rock stratum structure digital twin model.
6. The construction method for underpass existing water tunnel of claim 5, wherein: if the number of cracks of the rock stratum in the secondary warning area is not increased within the preset time, using a tunnel rock stratum structure digital twin model, combining a construction scheme, taking downward penetrating excavation as an initial condition, and performing simulation analysis on the rock stratum settlement in the secondary warning area to obtain a corresponding simulated settlement value Mcj; if the simulated sedimentation value Mcj is less than the estimated sedimentation value, then the simulated sedimentation value Mcj must also be corrected.
7. The construction method for underpass existing water tunnel of claim 6, wherein: the analog sedimentation value Mcj is corrected as follows: the corrected sedimentation value Xcj is generated according to the following formula:
wherein n is the number of times of generating the analog sedimentation value Mcj under different conditions of the rainfall coefficient Jxs, and F is a correction factor; the formation mode of the correction factor F accords with the following formula:
wherein Dxs is the safety coefficient of the underground water body, yxs is the safety coefficient of the stratum structure, rdy is the correlation coefficient between the safety coefficient Dxs of the underground water body and the safety coefficient Yxs of the stratum structure, and C 2 Is a constant correction coefficient.
8. The construction method for underpass existing water tunnel of claim 7, wherein: presetting a first sedimentation threshold and a second sedimentation threshold, wherein the first sedimentation threshold is larger than the second sedimentation threshold, and acquiring a corrected sedimentation value Xcj; if the corrected sedimentation value Xcj is smaller than the second sedimentation threshold value, adopting a first reinforcement strategy: and (3) carrying out primary lining, spraying concrete below the rock stratum, arranging a steel frame below the rock stratum, and forming support for the rock stratum.
9. The construction method for underpass existing water tunnel of claim 8, wherein: if the corrected sedimentation value Xcj is between the first sedimentation threshold and the second sedimentation threshold, adopting a second reinforcement strategy based on the first reinforcement strategy: the method comprises the steps of designing hole sites on a rock stratum, marking, drilling holes by using a rock drill, driving a guide pipe into the steel frame from the upper part and the middle part of the steel frame by using the rock drill, exposing the tail end of the guide pipe and supporting the guide pipe on the steel frame behind an excavation face, and forming a pre-supporting system together with the steel frame, so that the rock stratum is supported by the pre-supporting system.
10. The construction method for underpass existing water tunnel of claim 9, wherein: if the corrected sedimentation value Xcj is above the first sedimentation threshold: based on the first and second reinforcement strategies, adopting the first
Three reinforcement strategies: the concrete spraying thickness on the surface of the rock stratum is increased, the encrypted anchor rods are lengthened, or the diameter of the reinforcing steel bar net is increased, and the distance is reduced,
and (5) performing secondary lining.
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| CN117009754A (en) * | 2023-09-20 | 2023-11-07 | 中交四航局第一工程有限公司 | Safety early warning monitoring method for upper existing bridge pile foundation during underpass tunnel construction |
| CN117094532A (en) * | 2023-10-18 | 2023-11-21 | 中国农业科学院果树研究所 | Orchard intelligent monitoring system |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117009754A (en) * | 2023-09-20 | 2023-11-07 | 中交四航局第一工程有限公司 | Safety early warning monitoring method for upper existing bridge pile foundation during underpass tunnel construction |
| CN117094532A (en) * | 2023-10-18 | 2023-11-21 | 中国农业科学院果树研究所 | Orchard intelligent monitoring system |
| CN117094532B (en) * | 2023-10-18 | 2023-12-22 | 中国农业科学院果树研究所 | Orchard intelligent monitoring system |
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